HomeMy WebLinkAbout03-01-2021 Planning Commission Agenda Packet Part 2OS
WALTLNSOPHIEFALLSAV
KAIETEUR F A LLS A V
YOSEMITEBLVDLACEY RDSUTHERLANDCIROSWALTLN SLANGFORDRDI GUAZUFALLSAV
DRESSAG
EWAY
EDDIE'SPARK WAY
PROVIDENCEWAYMY WAY
BAUGHMAN RD
HEATHER'S GLEN LNBABB'S LN
KENNETH KING LNCity of FairhopePlanning Commission
March 1, 2021
¯YOSEMITE BLVDHATC
H
E
T
T
C
R
E
E
K
AVSUTHERLAND
C
IRSOPHIEFALLSAV
D RESSAGE WAY
MY WAYLANGFORD RDSD 21.13 - Fairhope Falls, Phase 7
Legend
COF Planning Jurisdiction
¯
¯
^
Project Name:
Fairhope Falls Ph7Site Data:
34.43 acresProject Type:
60-lot Major Subdivision PreliminaryJurisdiction:
Fairhope Planning JurisdictionZoning District:
UnzonedPPIN Number:
310029, 350639General Location:
East side of Langford Rd. just north of
Dressage Way.Surveyor of Record:
Dewberry EngEngineer of Record:
Dewberry EngOwner / Developer:
Leonard and Sharon Smart; TH Fairhope
Falls 2018, LLC;Fairhope Falls Owners
AssociationSchool District:
Fairhope East, Middle, and High School Recommendation:
Approved w/ ConditionsPrepared by:
Mike Jeffries
J_
Property Owner Information
Fairhope Falls West Village Subdivision
05-4 7-03-07-0-000-002.052
05-47-03-07-0-000 -002.01 l
Fa irhope Falls Owners Association Inc
29891 Woodrow Ln Ste 300
Spanish Fort, AL 36527
{251) 625 1198
05-47-03-07-0-000-002.012
TH Fairhope Falls 2018 LLC
29891 Woodrow Ln Ste 300
Spanish Fort, AL 36527
{251) 625 1198
05-4 7-03-07-0-000-002.005
05-4 7 -03-07-0-000-010.000
Smart, Leonard Etal Smart, Sharon
12640 St Hwy 104
Fairhope, AL 36532
1 SD 21.13 Fairhope Falls Ph7– March 1, 2021
Summary of Request:
The owner and applicants are Fairhope Falls Owners Association Inc, TH Fairhope Falls 2018 LLC, and
Leonard and Sharon Smart. Dewberry is the authorized agent and Engineer of Record for the project. This
preliminary plat application is for a 60-lot subdivision located on the east side of Langford Road just north of
Dressage Way. It is an internal phase that connects to the proposed phase 6 of Fairhope Falls. The property
is currently unzoned but does have an approved Village Subdivision that it must be built in substantial
conformance to. The Village Subdivision Fairhope Falls West was approved November 2020.
Comments:
- Review comments from Baldwin County were not submitted.
- Drainage has been reviewed and approved by City of Fairhope’s Public Works Director, Richard Johnson,
P.E. The drainage for phases 4-9 will utilize 3 detention ponds that will discharge through concrete weir
outfalls structures to the immediate pond down stream eventually into a stilling basin before sheet
flowing into existing wetlands.
- The ponds as wet basins achieve the required 80% TSS removal.
- Wetland buffer signs must be in place prior to any land disturbance activities.
- The proposed lot sizes and layout are consistent with the approved Village Subdivision and with
minimum lot size of 7,800 SF.
- Amenities for Phase 7 include an active recreation park labeled I to include a playground as shown on the
landscape plans.
- A traffic study was provided for preliminary approval of phases 4 and 5 that included the remaining
phases 4-9 encompassing 391 lots. The study recommended improvements for the intersection of
Langford Road and SR 104 be widened to accommodate northbound left turn lane, an eastbound right
turn lane, and a westbound left turn lane. These improvements shall be installed before application for
Final Plat.
~---~ -·--
-,---'Ti------.-. ----·--
SITE DATA
w1na11 r:, RIGHT nJRN L~ E
"" nvEli LAY
CURRENT ZONING: UNZONED BALDWIN COUNTY {DIST 14)
MINIMUM LOT SIZE: 7800 SF
LIN, FT. STREETS: 2,318 LF
NUMBER OF LOTS : 60
DENSITY: 1.74 UNITS/AC
SMALLEST LOT: 7900 SF
L ARG EST LOT: 16,455 (LOT 424)
COMMON AREA: 19.68 AC (57.2%)
TOTAL AREA : 34.42 AC
SETBACKS:
FRONT: 30 FT
REAR : 30 FT
SIDE: 10 FT
SIDE SlREET: 20 FT
WATER SERVICE: CITY OF FAIRHOPE
SEWER SERVICE: BALDWIN COUNTY SEWER SERVICE
ELEC TR IC SERVICE:
TELEPHONE SERVICE:
RIVIERA UTI LI TIES
AT&T
GAS SERVICE: CITY OF FAIRHOPE
j ~ ! I !
il " 1 • 0
"'
:,I
;(
., ,~,
~ •Os[!) li!GHT
TLPN L~NE
~lQDfl~i, LEFT r ,,F\"'I LAlj E
4' l.!VOIL.A f
t
N
2 SD 21.13 Fairhope Falls Ph7– March 1, 2021
The subdivision regulations contain the following criteria in Article IV.B.2. Approval Standards:
“2. Consistency with Plans, Regulations and Laws - The Planning Commission shall not approve the
subdivision of land if the Commission makes a finding that such land is not suitable for platting and
development as proposed, due to any of the following:
a. The proposed subdivision is not consistent with the City’s Comprehensive Plan, and/or the City’s Zoning
ordinance, where applicable;
• Not applicable
b. The proposed subdivision is not consistent with the City’s Comprehensive Plan or any other plan or
program for the physical development of the City including but not limited to a Master Street Plan, a Parks
Plan, a Bicycle Plan, a Pedestrian Plan, or the Capital Improvements Program;
• Not applicable
c. The proposed subdivision is not consistent with these Regulations;
• Meets
d. The proposed subdivision is not consistent with other applicable state or federal laws and regulations;
or
• Meets
e. The proposed subdivision otherwise endangers the health, safety, welfare or property within the
planning jurisdiction of the City.”
• Meets
- Note that installation of sidewalks and street trees are required before final plat.
- Note that approved preliminary plats expire after 2-years.
- Note that if approved a pre-construction meeting is required before land disturbance.
Staff Recommendation:
Approve with the following condition:
1. A replat satisfying condition 1 of approval for SD 20.47 Fairhope Falls West Village Subdivision.
2. Recommended traffic improvements as stated in staff report are installed prior to acceptance of
application for final plat. Any deviation will require reapproval from the Planning Commission.
3. Amenities are installed prior to acceptance of application for final plat.
4. Add City of Fairhope Gas signature block to the plat.
5. Add 15’ Utility easement along front lot lines per Riviera Utilities to general notes on the plat.
ROADWAY•STA••••EROSION AND SEDIMENT CONTROL NOTESUTILITIESE D C -B A I 2 I 3 I 4 I 5 GENERAL NOTES 1. TEMPORARY BENCHMARKS HAVE BEEN ESTABLISHED ON THIS PROPERTY WHICH SHOULD BE USED BY THE CONTRACTOR DURING CONSTRUCTION. IF NOT FOUND IN THESE PLANS, CONTACT DEWBERRY FOR BENCHMARK INFORMATION. 2. CLEARING AND GRUBBING SHALL BE LIMITED TO THE ROADWAY RIGHT OF WAY, DRAINAGE EASEMENTS, AND DETENTION PONDS. OTHER CLEARING REQUIRED FOR CONSTRUCTION SHALL BE PRE-APPROVED BY THE OWNER. 3. THE ENGINEER MAY PERFORM CONSTRUCTION STAKING FOR THIS PROJECT INCLUDING CENTERLINE STAKING, CURVE P.C.s AND P.T.s, AND TEMPORARY FRONT LOT CORNERS. THIS WORK SHALL BE AT THE OWNER OR CONTRACTOR'S EXPENSE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAINING STAKING THROUGHOUT CONSTRUCTION. RE-STAKING WILL BE PERFORMED AT THE CONTRACTOR'S EXPENSE. 4. PAYMENT FOR ROADBED PROCESSING WILL BE MADE ONLY WHERE ROADWAY IS IN A CUT SECTION WHERE UNDERCUTTING IS NOT REQUIRED. 5. UNDER DRAINS SHALL BE INSTALLED AT LOCATIONS IDENTIFIED BY THE SOILS ENGINEER. 6. DRAINAGE PIPE LENGTHS ARE APPROXIMATE, AND MAY REQUIRE ADJUSTMENT DEPENDING ON FINAL GRADING AND SLOPES. 7. ALL UNDERGROUND UTILITIES AND DRAINAGE STRUCTURES SHALL BE INSTALLED PRIOR TO CURB AND BASE CONSTRUCTION. 8. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED TESTING WITH THE SOILS ENGINEER. PAYMENT FOR TESTING WILL BE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 9. SPOT ELEVATIONS SHOWN IN THE PLANS REPRESENT EDGE OF ASPHALT ELEVATIONS UNLESS NOTED OTHERWISE. 10. THE CONTRACTOR SHALL ADJUST ALL VALVE BOX AND MANHOLE CASTINGS TO MATCH FINAL SURFACE ELEVATIONS. 11. THE SUB-BASE AND BASE SHALL BE TESTED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND APPROVED PRIOR TO LAYING ASPHALT. 12. ALL CURBING SHALL BE CONSTRUCTED AS SHOWN ON THE PLANS PRIOR TO LAYING ASPHALT. 13. CLEARING LIMITS AT THE ENTRANCE OF THE PROJECT WILL BE FLAGGED, THE CONTRACTOR SHALL CONTACT THE DEVELOPER PRIOR TO CLEARING THE ENTRANCE. 14. THE CONTRACTOR SHALL HAVE COPIES OF THE FOLLOWING PUBLICATIONS FOR REFERENCE: TE OF ALABAMA HIGHWAY DEPARTMENT, STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION, MOST CURRENT EDITION MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), PART VI 15. ALL SIGNAGE SHALL BE INSTALLED ACCORDING TO THE FOLLOWING MINIMUM STANDARDS: STOP SIGN-HIGH INTENSITY R1-1 SIGN 36" (DIAMOND GRADE REFLECTIVE SIGN) POST FOR STOP SIGN -12' Li-CHANNEL #2 (GALVANIZED) STREET NAME SIGN -9" EXTRUDED BLADE, HIGH INTENSITY, W/6" LETTERS 16. EXISTING TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE AT LOCATIONS APPROVED BY THE ENGINEER/OWNER. PAYMENT FOR STRIPPING TOPSOIL IS MADE UNDER UNCLASSIFIED EXCAVATION. FOLLOWING ROADWAY CONSTRUCTION, THE TOPSOIL SHALL BE TAKEN FROM STOCKPILES AND SPREAD OVER THE DISTURBED AREAS OF THE PROJECT. THE FINISHED GRADE OF THE TOPSOIL SHALL MATCH THE FINISHED GRADES SHOWN IN THESE PLANS. PAYMENT FOR SPREADING THE TOPSOIL SHALL BE MADE UNDER TOPSOIL FROM STOCKPILES. ANY REMAINING STOCKPILED TOPSOIL SHALL BE WASTED ON SITE. NO ADDITIONAL PAYMENT WILL BE MADE TO WASTE THE REMAINING TOPSOIL. PRELIMINARY-NOT FOR CONSTRUCTION 1. THE LOCATION OF THE UTILITIES SHOWN IN THESE PLANS ARE APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT LOCATION (HORIZONTALLY & VERTICALLY) OF ALL UTILITIES PRIOR TO CONSTRUCTION IN THEIR VICINITY. 2. THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES PRIOR TO BEGINNING CONSTRUCTION. NOTIFICATION SHOULD BE GIVEN AT LEAST 24 HOURS PRIOR TO APPROACHING THE AFFECTED UTILITY. 3. ALL WATER MAINS SHALL BE OF A PIPE CLASS APPROVED BY THE UTILITY OWNER. 4. WATER MAIN VALVES AND WATER SERVICE TAPS SHALL NOT BE LOCATED UNDER THE PROPOSED PAVEMENT. 5. THE CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE UTILITY COMPANY BEFORE ATTEMPTING TO TAP THE LINE. 6. UTILITY COMPANIES POWER-RIVIERA UTILITIES WATER-CITY OF FAIRHOPE SEWER-BALDWIN COUNTY SEWER SERVICE TELEPHONE-AT&T GAS-CITY OF FAIRHOPE 7. A MINIMUM OF 2-4" PVC UTILITY SLEEVES SHALL BE INSTALLED ACROSS ALL STREETS TO SERVE ISLANDS WITH IRRIGATION. 8. ALL PVC PIPE SHALL BE MARKED USING A 12 GAUGE COATED COPPER WIRE BURIED BETWEEN 3 AND 6 INCHES ABOVE THE TOP OF THE PIPE. 9. ALL UTILITIES SHALL BE LOCATED UNDERGROUND. 10. THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER THE COORDINATES (NORTHING & EASTING) AND ELEVATIONS (z) OF ALL WATER & SEWER LATERALS & MECHANICAL FITTINGS. THIS INFORMATION SHALL BE IN AN ELECTRONIC FORMAT THAT CAN BE IMPORTED INTO A CAD FILE OR OTHER SUITABLE FORMAT AS AGREED ON BY THE ENGINEER. 11. THE CONTRACTOR SHALL SUBMIT A MATERIALS LIST TO THE UTILITY OWNER FOR APPROVAL. SAID APPROVAL SHALL BE FORWARDED TO THE ENGINEER OF RECORD OR HIS REPRESENTATIVE. 12. THE UTILITY OWNER'S CURRENT SPECIFICATIONS SHALL SUPERSEDE ANY DETAILS SHOWN HEREIN. 1. ALL BUILDING AND CONSTRUCTION RUNOFF SHALL BE DIRECTED TO THE DETENTION AND SEDIMENTATION CONTROL DEVICES WHERE EVER POSSIBLE. 2. PHASE 1: SEDIMENT CONTROL DEVICE & WETLAND BUFFER SIGN INSTALLATION (THE OUTSIDE LIMITS OF THE WETLAND BUFFER MUST BE CLEARLY MARKED ON-SITE WITH PERMANENT SIGNS PLACED EVERY 100 FEET PRIOR TO ANY LAND DISTURBING ACTIVITIES. PHASE 2: DETENTION POND INSTALLATION PHASE 3: LAND CLEARING (OTHER THAN FOR SEDIMENT CONTROL AND DETENTION POND) 3. THE CONTRACTOR SHALL CLEAR OUT ACCUMULATED SILT IN THE DETENTION AREAS AT THE END OF CONSTRUCTION WHEN ALL DISTURBED AREAS HAVE BEEN STABILIZED. 4. ALL DISTURBED AREAS NOT PAVED ARE TO BE STABILIZED WITH SEEDING AND MULCHING OR SOD AS SOON AS POSSIBLE. 5. SILT FENCE SHALL BE PLACED ON THE DOWNSTREAM SIDE OF ANY DISTURBED AREA WHERE SEDIMENT COULD POTENTIALLY BE CARRIED FROM THE SITE. 6. HAY BALES AND/OR WATTLES SHALL BE USED AT LOCATIONS OF SHALLOW CONCENTRATED FLOW TO TRAP SEDIMENT. THE INLETS TO ALL DRAINAGE STRUCTURES SHOULD BE PROTECTED AS SHOWN ON THE APPROVED BMP PLAN, AT A MINIMUM, AND IN ACCORDANCE WITH THE ATTACHED DETAILS. 7. ANY SEED & MULCH SHALL BE APPLIED AND MAINTAINED ACCORDING TO ALABAMA SOIL AND WATER CONSERVATION COMMITTEE GUIDE FOR EROSION & SEDIMENT CONTROL, CURRENT EDITION. 8. SEE APPROVED BMP PLAN FOR ANY ADDITIONAL NOTES OR REQUIREMENTS. 9. CONTRACTOR SHALL ADHERE TO THE ALABAMA HANDBOOK FOR EROSION AND SEDIMENT CONTROL. 10. CONTRACTOR SHALL FOLLOW THE APPROVED BEST MANAGEMENT PRACTICES PLAN. IDewbany· f-SEAL SCALE f-25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J u <( --' --' LL r--i-: w UJ 0::: 0 0.... Cf) 0~ ~ a.. I a.. > a::: ..... co <( LL N/A NO. DESCRIPTION REVISIONS --' <( ui a.. 0 I 0::: <( IL DATE daa jne ccb DRAWN BY APPROVED BY t-CHECKED BY DATE JANUARY 2021 TlnE GENERAL NOTES PROJECTNO. 50125554 81 SHEET NO.
OVERLAPPING ASPHALTE D C B A 2 3 4 5 ~l--------------------------------------------""----""'t1L.U'---"'lL_--------------------------------------~~ ~ ~ ~t--------------------2s~·-~□·-----------------------+---------------------2~s·-_o_· __________________ ~~ o?:I la:: 11•-o• PEDESTRIAN EASEMENT 1'-o• PEDESTRIAN EASEMENT! I 1•-3• •-3• ~~ o<> g§ T ~-,;,l--,=77T I~~~~i CONCRETE VALLEY GUTTER TYPE 'A' •WATER & SEWER MAINS MAY BE ON OPPOSITE SIDE OF ROADWAY. SEE WATER & SEWER PLAN FOR LOCATIONS. ADDITIONAi CURB INFORMATION 1. 3,000 P.S.I. CONCRETE REQ'D ASPHALT PA\11NG 2. EXPANSION JOINTS REQUIRED AT MAXIMUM SPACING OF 80 LF. AND ALL CURB P. T.'S AND P.C.'S. 3. CONSTRUCTION JOINTS REQUIRED AT A MAXIMUM SPACING OF 10 L.F. 4. EXPANSION JOINT MATERIAL TO BE USED WHERE NEW CONSTRUCTION MEETS EXISTING. N.T.S. *** NO RED SOIL/CLAY 'MTHIN 100' OF WETLAND BUFFER AS PER CITY OF FAIRHOPE RED SOIL/CLAY ORDINANCE, CRUSHED AGGREGA lE BASE SHALL BE USED IN AREAS NOTED COARSE GRAVEL ON AGGREGATE SHOULD BE UTILIZED IN THIS ZONE IN EXPECTED CONSTANT FLOW AREAS. SAND FILL IS SATISFACTORY IN RAINFALL LEACH ZONES. ••LOCATION OF SIDEWALK MAY VARY FROM EDGE OF PAVEMENT SEE SIDEWALK PLAN LOCATIONS. '-o• PLUS PIPE DIAMETER MINIMUM PERFORATED UNDERDRAIN PIPE W/ SOCK TYPICAL UNDERDRAIN INSTALLATION ROADWAY STRUCTURE DESCRIPTION 1. HOT PLANT SURFACE COURSE 1 1/2" THICK, 165 LBS. PER SQ. YARD OF SECTION 424 A HOT BITUMINOUS PAVEMENT MIX 2. 2. PRIME 0.25 GAL. PER SQ. YARD MINIMUM OF BITUMINOUS TREATMENT TYPE "A" PRIME COAT OF SECTION 401 BITUMINOUS TREATMENT 3. SAND/CLAY BASE MATERIAL 4" THICK, UPPER COURSE, SECTION 821 GRANULAR SOIL MATERIAL, TYPE "A", 100% COMPACTION AASHTO T-180, METHOD "A". 4. SAND/CLAY BASE MATERIAL 4" THICK, LOWER COURSE, SECTION 821 GRANULAR SOIL MATERIAL, TYPE "A", 100% COMPACTION AASHTO T-180, METHOD "A". 5. ROADBED PROCESSING 8" THICK. 6. 24" THICK GRANULAR SAND SUB-BASE MATERIAL COMPACTED TO 100% OF THE STANDARD PROCTOR (AASHTO T-99) AS DIRECTED BY THE ENGINEER. 7. CRUSHED AGGREGATE BASE, 6" THICK, SECTION 825, TYPE B, 100% COMPACTION AASHTO T-180 ••• (NO RED SOIL/CLAY WITHIN 100' OF WETLAND BUFFER AS PER CITY OF FAIRHOPE RED SOIL & CLAY ORDINANCE). 8. STRIP EXISTING TOPSOIL, THICKNESS VARIES. 9. TOPSOIL FROM STOCKPILE, 4" MIN. THICKNESS. 10. 6" PERFORATED UNDERDRAIN PIPE W/ SOCK (AS DIRECTED BY GEOTECHNICAL ENGINEER) SEE DETAIL. PRELIMINARY-NOT FOR CONSTRUCTION IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J u <( -' -' LL r--i--: w UJ 0::: 0 0.... Cf) 0~ ~ a.. I a.. > a::: "SI" co <( LL N/A DESCRIPTION -' <( ui a.. 0 I 0::: <( IL DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE TYPICAL ROADWAY SECTIONS & DETAILS PROJECTNO. 50125554 82 SHEET NO.
SSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS365366367368369370371372373374375376377363364362361360359358357TORRENT ROADWETLAND LINEWETLAND BUFFERLINEWETLAND LINEWETLAND BUFFERSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADPROPERTY LINEPROPERTY LINEPROPERTY LINE1000 200FEETE D C B A .~. .,~ :••r; -1 p. I ~~ ~ CLEARING & GRUBBING SHEET KEY 2 3 4 LEGEND: LIMITS OF CLEARING & GRUBBING EXISTING GRADE CONTOUR PROPOSED GRADE CONTOUR 5 DISTURBED AREA: 3.5 ACRES r--------------------------------------------------------------------------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \. I I / I ' • ----1 I L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a.. > a::: co co <( LL SCALE: f' = 100' DESCRIPTION ...J <( ui a.. 0 I 0:: <( IL DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE OVERALL CLEARING & GRUBBING PLAN PROJECTNO. 50125554 C1A
SSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSS S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSS S S S S S S S S S S
402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD365366367363364362361360359358357TORRENT ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SWETLAND LINEWETLAND BUFFERWETLANDS68 V PAY DIRT, LLCMATCHLINE - SEE SHEET C1CWETLAND LINEFEET100'050'PROPERTY LINEPROPERTYLINEE D / C B A r------------------7 I t I I I :1 -,sD c1P-i ~~///' I I W/~ --( 1 : ~ v I : IS t-f SHEETC1C I I I I I I L _______ J I _J L ----DRAINAGE & GRADING SHEET KEY / / / I / I J I I I I I I I I I / / I I I I I I 2 3 4 LEGEND: LIMITS OF CLEARING & GRUBBING EXISTING GRADE CONTOUR PROPOSED GRADE CONTOUR I j w w w w w ',V w w w w w ',V ',V ',V ',V w w w w w w 5 DISTURBED AREA: 3.5 ACRES --il I I I I I I I I I w ',V w w w w w w I I I I IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL :;t ui a.. 0 I 0:: ~ ·-·-SCALE: 1" = 50' NO. DESCRIPTION REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE daa jne ccb DATE JANUARY 2021 TlnE CLEARING & GRUBBING PLAN PROJECTNO. 50125554 C1B SHEET NO.
SSSSSSS S SSSSSSSSSSSSSS S SSSSSSSSSSSSSS S SSSSSSS414415416417418419420421422423441428427426425424GSSSSSSS S SSSSSSSWETLAND LINEWETLAND BUFFERWETLANDS68 V PAY DIRT, LLCMATCHLINE - SEE SHEET C1BTELUGA AVENUEGRAND RAPIDS ROADPROPERTY LINEPROPERTYLINEPROPERTY LINE50'0 100'FEETE D C B A r------------------7 I f I I 1 _______ 7 I I I I I I I SHEETC1B C 1 /X I I I I I --( I I ~/,-~ .~ I I a-I ~$~ref~~ I :s ~ i L __________________ J I I I I DRAINAGE & GRADING SHEET KEY I , I /,,______ / I _ __,,, / -,,,,,.-sa------_,, '-"/ _,,,-s1---------// ,,,,--56--------2 3 I I I w w w / 7 ; I /~-w 1\ ti w I I I I I I w w w w I I I I /w Ii w I ;w w w w w w w w w w w w w w w w w w w w w w w □HPL ---□HPL w w w w w w w w w w w 4 LEGEND: w w w w w w w w w w w w w w w w w w w w □HPL w w w w w w w w w w w LIMITS OF CLEARING & GRUBBING w w w w w w w EXISTING GRADE CONTOUR PROPOSED GRADE CONTOUR w w w w w w w w w w w w w w w w w w w w w w w w w w w w ~w w w w ,I, w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w 5 DISTURBED AREA: 3.5 ACRES w w w w w w w w w w I I I I I ________ J IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--w UJ 0.... Cf) 0~ I a.. a::: <( LL ...J <( ui a_ 0 I 0:: <( IL AIIIIIIIIIU,,~ P,BA41 ~\ I*, 111.21714 ,* ~ '\PIIIDICIW.} i ~'!JJ-1"1fil ~/f//i11111~i11~ • -• -NO. REVISIONS SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE CLEARING & GRUBBING PLAN PROJECTNO. 50125554 C1C SHEET NO.
402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSSSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS365366367368369370371372373374375376377363364362361360359358357TORRENT ROADSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSSWETLAND LINEWETLAND BUFFERLINEWETLAND LINEWETLAND BUFFERPHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 6EXISTING DRAINAGEPIPEEXISTINGDRAINAGEPIPEEXISTING DRAINAGESTRUCTUREEXISTING DRAINAGESTRUCTURE X X X X X X X
X
X
X
X
X
X X X X X X PROPERTY LINEPROPERTY LINEPROPERTY LINEFEET2000100E D C B A -~-j .,~ :••r; -~p. I ~~ ~ BEST MANAGEMENT PRACTICES SHEET KEY 2 3 4 5 LEGEND (BMPs) ~ CONSTRUCTION EXIT ~ t::!::I (20'x50' MINIMUM) ~ [jE] CURB INLET PROTECTION -~ SILT FENCE (TYPE "A") -~ STRAW WATTLES □ filij HAYBALES Cl r--------------------------------------------------------------------------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0... Cf) 0~ ~ I a.. a.. > a::: '<f" co <( LL SCALE: 1" = 100' ...J <( ui a.. 0 I 0:: <( IL NO. REVISIONS DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE OVERALL BEST MANAGEMENT PRACTICES PROJECTNO. 50125554 C2A
SSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSS S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSS S S S S S S S S S S
402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD365366367363364362361360359358357TORRENT ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SWETLAND LINEPHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 6EXISTING DRAINAGEPIPEEXISTINGDRAINAGEPIPEEXISTING DRAINAGESTRUCTUREEXISTING DRAINAGESTRUCTURE X X X X X X X X X X X X X
X
X
X
X
X
X
X
X 68 V PAY DIRT, LLCMATCHLINE - SEE SHEET C2C X PROPERTY LINEPROPERTYLINE50'0 100'FEETE D C B A I t I i ,r. c:zP-i I ~~///' I I W/~ --( 1 I I t-f ~ I I IS SHEETC2C I I I I I I L_____ J I --I L __________________ J I / 1/ I / I / I I I I INSTALL DRAINAGE SWALE "I" 3: 1 SIDE SLOPES I I I I I I I I I I I BEST MANAGEMENT PRACTICES SHEET KEY I / I ( I I I I I/ 1 i I I I _ _; I I I 15 DRAµxJAGE ,. EASEMENT I I I I f /· I • i • f / I I r r1 I I I ~; I I I I I ,!, 'p I I I I I I I I I I I I I I I 2 3 4 5 LEGEND (BMPs) ~ CONSTRUCTION EXIT ~ (20'x50' MINIMUM) ~ [jE] CURB INLET PROTECTION --~ SILT FENCE (TYPE "A")_ ~ STRAW WATTLES □ filil HAYBALES Cl --11 I I I I I I I I I I I I I I I I I I I I I I I I I IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL :;t ui a.. 0 I 0:: ~ IIIIIIIII/J//llb,,. P, BA A.7% ~~.., .. , 11*/ :__:-\*-' l~l I ~~'f:!tg1Nf.<~kl ~,(c>N···· ... ts,;~ %11111~i11~ SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE BEST MANAGEMENT PRACTICES PROJECTNO. 50125554 C2B SHEET NO.
SSSSSSS S SSSSSSSSSSSSSS S SSSSSSSSSSSSSS S SSSSSSS414415416417418419420421422423441428427426425424GSSSSSSS S SSSSSSSWETLAND LINEWETLAND BUFFERWETLANDS X
X
X
X
X X X X X X X X X
X
68 V PAY DIRT, LLCMATCHLINE - SEE SHEET C2B X PROPERTY LINEPROPERTYLINEPROPERTY LINEFEET100'050'E D C B A r------------------7 I f I I 1 _______ 7 I I I I I I I SHEETC2B C ~ jX I I I I I --( I I ~/,-~ .~ I I a-I ~$~ref~~ I :s ~ i L __________________ J BEST MANAGEMENT PRACTICES SHEET KEY 2 3 w w w 7 ; I /~-w 1\ ti w I I w w w w I I I I I /w Ii w I /'¥ w w w w w w w w w w w w w w w w w w w w w w □HPL ---□HPL w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w □HPL w 4 w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w ~w w w ,I/ w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w 5 LEGEND (BMPs) ~ CONSTRUCTION EXIT ~ t::!::I (20'x50' MINIMUM) ~ [jE] CURB INLET PROTECTION --~ SILT FENCE (TYPE "A") -~ STRAW WATTLES □ filij HAYBALES Cl w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w I I I I I ________ J IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--w UJ 0.... Cf) 0~ I a.. a::: <( LL ...J <( ui a_ 0 I 0:: <( IL AIIIIIIIIIU,,~ P,BA41 ~\ I*, 111.21714 ,* ~ '\PIIIDICIW.} i ~'!JJ-1"1fil ~/f//i11111~i11~ • -• -NO. REVISIONS SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE BEST MANAGEMENT PRACTICES PROJECTNO. 50125554 C2C SHEET NO.
151SSSSSSSSSSSSS
S
218258257256255254253SHOSHONEY AVWETLAND BUFFERLINE490491492493494495496497498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536535489488WETLAND BUFFERLINESSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S
S S S S S
S S S S S
S S S S S S S S
SSSS SSSSSSSSSSS S S S S S SSSS S S S SSSS S S S S
SSSSSSSS S S S SSSSSSS324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S
S S S S S
S S S S S
S S S S S S S
SSSS SSSSSSSSSSS S S S S S SSSS S S S SSSS S S S S
SSSSSSSS S S S SSSSSSSSWETLAND BUFFERLINEWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645WETLAND LINEWETLAND BUFFERWETLANDS402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD464465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463WETLAND BUFFERLINEWETLAND BUFFERLINEEXISTING DRAINAGE PIPEEXISTING DRAINAGESTRUCTUREB12A11C1W1X1Y1D1Z1A2B2E1C2D2E2F1F2G1H1I1J1G2H2K1I2L1M1J2N1K2L2M2R4P4Q4O4N4M4S4V1U1T1S1R1Q1P1O2O1T2S2R2P2Q2D3E3C3F3Z2A3B3Y2X2U4W2V2U2M3N3O3P3Q3R3S3F4G4H4I4J4H3I3J3K3L3U3T3T4V3W3X3Y3Z3A4B4C45960613726244445465747367894341421140123913293031321415271617181920212224232526363534333738646865668687978993909491955152535455565758777684788579808182834748504967706971K4L498103X41075E4D496104V499Y4114105HW2W4Z41000 200FEETI \ \ \ \ E D C B A \ \ I I ' ) \____,--2 15' DRAINAGE EASEM INSTALL DRAINAGE SWALE •1" 3: 1 SIDE SLOPES 15' DRAINAGE PRELIMINARY-NOT FOR CONSTRUCTION I I I I I I I I I I • I I & •• i I ~ I :+ \ ~ I _& A,$ I --,\+ + ·~ \ & + ~ I I ~· "1 ) I • I I ~ j I I I I & • 4' I I \ \, • & /' \ \ + I ~✓ i, 1/.,,,,,, / p.--------,.,----r + / / + • (,; • + IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: 0.... Cf) i5 0~ ~ I a.. a.. > a::: co co <( LL ...J <( ui a.. 0 I 0:: <( IL ·-·-SCALE: 1" = 100' NO. DESCRIPTION REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE daa jne ccb DATE JANUARY 2021 TlnE OVERALL DRAINAGE PLAN PROJECTNO. 50125554 C3A
402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSSSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS365366367368369370371372373374375376377363364362361360359358357TORRENT ROADSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSSWETLAND LINEWETLAND BUFFERLINEWETLAND LINEWETLAND BUFFERPHASE 7PHASE 7PHASE 7EXISTING PHASE 638M437N436O435P434Q433T226S22523P2R2Q222S118R117Q116O227P11519T120U121V124S4P1O1STORMDRAINPHASE 6STORMDRAINPHASE 61000 200FEET2 3 4 5 E -~-j • :ET; C~@I ~~ ~ DRAINAGE & GRADING SHEET KEY D r--------------------------------------------------------------------------~ C B A IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL cj ...J ...J --'_ <( ~ ui i5 g, ~ I a.. g;; > ~ ;-2; SCALE: 1" = 100' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE OVERALL DRAINAGE PLAN PROJECTNO. 50125554 C3B
402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSS S S S S S S S S S S365366367363364362361360359358357TORRENT ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SWETLAND LINE38M437N436O435P434Q433T226S225O215S4O1STORMDRAINPHASE 6STRUCTURE TABLEID NO.M4N1N4O1DETAILSINSTALL S1 INLETSTA: 18+08.99 - TELUGA AVETHROAT = 63.41PIPE 38 - INV IN = 59.51PIPE 37 - INV OUT = 59.51INSTALL S1 INLETSTA: 18+37.55 - GRAND RAPIDS ROADTHROAT = 56.35PIPE 14 - INV IN = 48.33PIPE 29 - INV IN = 51.68PIPE 13 - INV OUT = 48.33INSTALL S1 INLETSTA: 10+14.44 - TORRENT ROADTHROAT = 63.41PIPE 37 - INV IN = 59.41PIPE 36 - INV OUT = 59.41INSTALL S1 INLETSTA: 15+37.55 - GRAND RAPIDS ROADTHROAT = 58.72PIPE 15 - INV IN = 49.23PIPE 14 - INV OUT = 49.32STRUCTURE TABLEID NO.O4P4Q4R4DETAILSINSTALL JUNCTON BOXSTA: 10+41.88 - TORRENT ROADTHROAT = 63.08PIPE 36 - INV IN = 58.33PIPE 35 - INV OUT = 58.33INSTALL S1 INLETSTA: 13+38.79 - TORRENT ROADTHROAT = 58.03PIPE 34 - INV IN = 53.78PIPE 35 - INV IN = 53.78PIPE 33 - INV OUT = 53.78INSTALL S1 INLETSTA: 13+53.87 - TORRENT ROADTHROAT = 57.88PIPE 34 - INV OUT = 53.88INSTALL JUNTION BOXSTA: 14+73.86 - TORRENT ROADTHROAT = 57.68PIPE 33 - INV IN = 53.16PIPE 32 - INV OUT = 53.16STRUCTURE TABLEID NO.S2S4T2DETAILSINSTALL S1 INLETSTA: 21+71.07 - TELUGA AVETHROAT = 60.69PIPE 26 - INV IN = 56.69PIPE 25 - INV OUT = 56.69INSTALL YARD INLETSTA: 16+69.16 - TELUGA AVETHROAT = 66.10PIPE 38 - INV OUT = 62.10INSTALL S1 INLETSTA: 21+53.70 - TELUGA AVETHROAT = 60.82PIPE 26 - INV OUT = 56.82PIPE TABLEPIPE NAME14152526SIZEINSTALL 294 LF OF 42" RCPINLET ELEV: 48.33OUTLET ELEV: 49.32INSTALL 234 LF OF 42" RCPINLET ELEV: 49.23OUTLET ELEV: 49.95INSTALL 234 LF OF 18" RCPINLET ELEV: 56.69OUTLET ELEV: 53.89INSTALL 28 LF OF 18" RCPINLET ELEV: 56.82OUTLET ELEV: 56.69PIPE TABLEPIPE NAME32333435SIZEINSTALL 125 LF OF 24" RCPINLET ELEV: 51.92OUTLET ELEV: 53.16INSTALL 124 LF OF 24" RCPINLET ELEV: 53.16OUTLET ELEV: 53.78INSTALL 27 LF OF 18" RCPINLET ELEV: 53.78OUTLET ELEV: 53.88INSTALL 291 LF OF 18" RCPINLET ELEV: 53.78OUTLET ELEV: 58.33PIPE TABLEPIPE NAME363738SIZEINSTALL 56 LF OF 18" RCPINLET ELEV: 58.33OUTLET ELEV: 59.41INSTALL 24 LF OF 18" RCPINLET ELEV: 59.41OUTLET ELEV: 59.51INSTALL 135 LF OF 18" RCPINLET ELEV: 59.51OUTLET ELEV: 62.10MATCHLINE - SEE SHEET C3DFEET100'050'PROPERTY LINEPROPERTYLINEE D C B A I 1-7 I f I i ~ ----~@i I 5///' .__, I I ~--f ~ I I t---f ~ I I S SHEET C3D I I I I I I L I __________________ J r-----------------DRAINAGE & GRADING SHEET KEY / / 1/ I I I I I I \' I I I I I J \ / I / I I l I ' I I I J I/ INSTALL DRAINAGE / SWALE "I" / J: 1 SIDE SLOPES 1 I / I / I/ I/ 1· I/ I I I I I I I I i I I I I I ' I I I , I •-•~-.:~• • .:.............-,_o_.'.__.__],,;_•.$· cl, 'I' I I I J I I / / / I I I I I I I I I I I I I 2 3 4 +-5 -11 I I I I I I I I I I I I I I I I I I I I I I I I I --a..J IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J LL r--...J i-: w UJ 0:: 0.... Cf) i5 0~ ~ I a.. a.. > a::: '<f" co <( LL ...J <( ui a.. 0 I 0:: <( IL IIIIIIIII/J//llb,,. P, BA A.7% ~~..,, I*(~;\*~ \ \ PIIIDICIW. } i ~~'f:!tglNf.«<ZJl ~-(c>N ....... ~s,; ~ %11111~i11~ ·-·-NO. REVISIONS SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE DRAINAGE PLAN PROJECTNO. 50125554 C3C SHEET NO.
414415416417418419420421422423441428427426425424GSSSSSSS S SSSSSSSSSSSSSS S SSSSSSSSSSSSSS S SSSSSSSWETLAND LINEWETLAND BUFFERWETLANDSP222S118R117Q11627P119T120U121V1Q22324R2O2STRUCTURE TABLEID NO.O2P1P2Q1DETAILSINSTALL S2 INLETSTA: 12+97.55 - GRAND RAPIDS ROADTHROAT = 56.74PIPE 27 - INV OUT = 52.74INSTALL S2 INLETSTA: 12+97.55 - GRAND RAPIDS ROADTHROAT = 56.74PIPE 16 - INV IN = 49.95PIPE 27 - INV IN = 52.00PIPE 15 - INV OUT = 49.95INSTALL S1 INLETSTA: 24+11.21 - TELUGA AVETHROAT = 58.89PIPE 23 - INV IN = 53.89PIPE 24 - INV IN = 53.89PIPE 25 - INV IN = 53.89PIPE 22 - INV OUT = 53.89INSTALL JUNCTION BOXSTA: 11+57.41 - GRAND RAPIDS ROADTHROAT = 57.20PIPE 17 - INV IN = 50.39PIPE 16 - INV OUT = 50.39STRUCTURE TABLEID NO.Q2R1R2S1DETAILSINSTALL YARD INLETSTA: 24+11.24 - TELUGA AVETHROAT = 63.29PIPE 23 - INV OUT = 59.29INSTALL JUNCTION BOXSTA: 10+42.00 - GRAND RAPIDS ROADTHROAT = 58.42PIPE 18 - INV IN = 50.75PIPE 17 - INV OUT = 50.75INSTALL S1 INLETSTA: 23+93.55 - TELUGA AVETHROAT = 59.02PIPE 24 - INV OUT = 55.02INSTALL JUNCTION BOXSTA: 25+40.53 - TELUGA AVETHROAT = 58.67PIPE 19 - INV IN = 50.94PIPE 22 - INV IN = 50.94PIPE 18 - INV OUT = 50.94STRUCTURE TABLEID NO.T1U1V1DETAILSINSTALL JUNCTION BOXSTA: 26+79.83 - TELUGA AVETHROAT = 57.93PIPE 20 - INV IN = 51.36PIPE 19 - INV OUT = 51.36INSTALL S2 INLETSTA: ??? - TELUGA AVETHROAT = 56.00PIPE 21 - INV IN = 51.68PIPE 20 - INV OUT = 51.68INSTALL S2 INLETSTA: 27+40.43 - TELUGA AVETHROAT = 56.00PIPE 21 - INV OUT = 52.00PIPE TABLEPIPE NAME16171819SIZEINSTALL 139 LF OF 36" RCPINLET ELEV: 49.95OUTLET ELEV: 50.39INSTALL 114 LF OF 36" RCPINLET ELEV: 50.39OUTLET ELEV: 50.75INSTALL 57 LF OF 36" RCPINLET ELEV: 50.75OUTLET ELEV: 50.94INSTALL 133 LF OF 30" RCPINLET ELEV: 50.94OUTLET ELEV: 51.36PIPE TABLEPIPE NAME20212223SIZEINSTALL 98 LF OF 24" RCPINLET ELEV: 51.36OUTLET ELEV: 51.68INSTALL 100 LF OF 18" RCPINLET ELEV: 51.68OUTLET ELEV: 52.00INSTALL 123 LF OF 24" RCPINLET ELEV: 53.89OUTLET ELEV: 50.94INSTALL 144 LF OF 18" RCPINLET ELEV: 53.89OUTLET ELEV: 59.29PIPE TABLEPIPE NAME2427SIZEINSTALL 28 LF OF 18" RCPINLET ELEV: 55.02OUTLET ELEV: 53.89INSTALL 24 LF OF 18" RCPINLET ELEV: 52.00OUTLET ELEV: 52.74MATCHLINE - SEE SHEET C3CPROPERTY LINEPROPERTYLINEPROPERTY LINE50'0 100'FEETE D C B A I I I r------------------7 I ! I I f I i ~ c~@i I 5/f I I ~ ~ I I •--' v I IS r • SHEETC3D I I I I I L __________________ J DRAINAGE & GRADING SHEET KEY f DRAINAGE 1 EASEMENT / I r---__ _) L....l..( _ _,_. -_-_-_-~wn11 -~ ...._,,. ,,,,.---SB-----/ 57----/ / / / I I / 1-----~ I 2 I 3 I ( I I I I I I / I I I I I I I fl w I ;+ d. w I w I /4, 4 □HPL w L ______________________________________________________________ _ w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w □HPL w w w w w w w w w w w w w w w w w w w w w w w w w 5 w w w w w w w w w w w w I I I I I ________ J IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a.. > a::: '<f" co <( LL ...J <( ui a.. 0 I 0:: <( IL ·-·-NO. REVISIONS SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE DRAINAGE PLAN PROJECTNO. 50125554 C3D SHEET NO.
SSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS365366367368369370371372373374375376377378379380363364362361360359358357TORRENT ROADWETLAND LINEWETLAND BUFFERLINEWETLAND LINEWETLAND BUFFER8SSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADMH 22INSTALL 101 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.77% SLOPEMH 23MH 24INSTALL 360 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.62% SLOPEINSTALL 93 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.41% SLOPE &REMOVE PLUG &CONNECT TO EXISTING 8"PVC GRAVITY SEWER PIPEMH 27INSTALL 387 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.26% SLOPEMH 28INSTALL 181 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.29% SLOPEMH 25INSTALL 129 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 26INSTALL 345 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 202 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 30INSTALL 91 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 29MH 12MH 14INSTALL FIRE HYDRANTASSEMBLYREMOVE 8" M.J. PLUG,& CONNECT TO EXISTING8" PVC WATER MAININSTALL 8" PVCWATER MAININSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL 8" PVCWATER MAININSTALL 8" PVCWATER MAINREMOVE 6" M.J. PLUG &INSTALL 6" M.J. 11.25°BENDW/ MEGALUGS& CONNECT TO EXISTING6" PVC WATER MAININSTALL FIRE HYDRANTASSEMBLYINSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAINREMOVE 6" M.J. PLUG& CONNECT TO EXISTING6" PVC WATER MAIN1000 200FEETF t ~
~
~
Cl •
w
w 11 .[ 8 oc!S @ !;,
C 0:::: z al
Tv' '3d0Hcll'v':l ~\\\l\llllflllllloq, UJ <(
·811 ·ma A'v'd A 89 i[!1' ....... s~
;f~ ·1 ~_J s: D.... <(
ti =<(
_J 0:::: ~ L 3S'v'Hd ~~·. 9 ·;;.,:" ~ a, _J UJ (_) SllV.:I 3d0H~IV.:I ~p, ,,,.~, ~ ~~
'
-....... ••..••• -~"'('_w
:,,,11111\\\\"~ ~ ~ UJ Cf) ~ I g
I ~ > frl ~ ~ w 0 ~ g t ~ a
al " " [l'
r------------------------------------------• I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
I
I
1-
1 I --· ;;:;-;;:--~--~-~--~---:-:::-:;;:-:;;-~-~-=-~=~~
~ _ i\ I __ _L ___ _
I
~------------------------------------------
0 (.) cc
365366367363364362361360359358357TORRENT ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SWETLAND LINEMH 14MH 12SSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S S
402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADMH 22INSTALL 101 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.77% SLOPEMH 23INSTALL 360 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.62% SLOPEMH 24REMOVE PLUG &CONNECT TO EXISTING 8"PVC GRAVITY SEWER PIPEINSTALL 93 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.41% SLOPEMH 27INSTALL 387 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.26% SLOPEMH 28MATCHLINE - SEE SHEET C4CINSTALL FIRE HYDRANTASSEMBLYREMOVE PLUG,& CONNECT TO EXISTING8" PVC WATER MAININSTALL 8" PVCWATER MAININSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL 8" PVCWATER MAINREMOVE PLUG,INSTALL 6" M.J. 11.25° BENDW/ MEGALUGS,& TIE TO EXISTING6" PVC WATER MAININSTALL FIRE HYDRANTASSEMBLYINSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL WATER SERVICE(TYPICAL)INSTALL 8"x6" M.J. TEE,8" M.J. GATE VALVE, &6" M.J. GATE VALVEW/ MEGALUGSINSTALL FIRE HYDRANTASSEMBLYINSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)REMOVE PLUT & TIE TO EXISTING6" PVC WATER MAINFEET100'050'6" WATERMAIN(PHASE 6 CONSTRUCTION)(PHASE 6 CONSTRUCTION)(PHASE 6 CONSTRUCTION)2 r------------------7 E I t I : ~-~ : : ~SHEETC4B ~ CA-p. : I ~/~ ~ I I ~ e, I I ._....1 v I 1 s r • , SHEET C4C 1 I I I I L________ I L------------------~ WATER & SEWER SHEET KEY 01,--~~-1---· - - ---- ---- --~----- -r-- -I I I I I I I I C I I I I I I I I I I I I I B I I I I I I I I I I I I I I A I I I I 11 I I l I I i: I I I I l I I l I I I I l I --·-~~nem/ I )= 21 ~.I..! 3 4 --,--r -1-~ \---I \ w ~ \ \ S, w w tA \ \_ J? ~ \ \ w: 'l· ~ IJ!l/,l//d.l ~ \ \;' + i ~· \",\ i '\ . 5 -11 I I I I I I I I I I ~. \ 1W ~ \_ I id-~ w "'& 1 (PRbP~~E[)~ \ I I I I I I I I I I I I I I I \ ~ w ~ 1 \w ~ ) Lfl w 11 I & I lw w \ l 4 w I I( I j I w ---I w r ---~ w / __ ....,-w / $s---w w w / / / w w w 'TJ I w .1 I I / /"' w / ~---------,'-;~-J--w--iii.-~-1: / / w w w w w I ✓ I Ji.. w w w w w I w w / /<v/ w w w / /ks: w w w / // / // w w w w w / / / / W '-V '-V ,I/ ,I./ I Ip I / w w w w '.V '.V / dw w w w ~ / / w w w w ')/ ')/ / / w w w w w w A w w w w w w I _________ ;_ ... / w w w w w w w w w w w w w w '.V w w ''/ w w w w w w w w w w w IDewbeny· SEAL SCALE NO. 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 Cf) _J _J . <( ~ _J LL r---<C I--WWQ;;~ a..CJ) 0 0 O<C>-:r: :r: <( 0:: a.. -I a.. > ;£ a::: ffi <( LL ~~,.~~////'!lb,,. /'<-~f\ i *(-;.,,2271; \* io \ \PIDEIICIW.) I ~if!J1Nf.«<iJ.J %1111 ·-·-SCALE: 1" = 50' DESCRIPTION REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE daa jne cco DATE JANUARY 2021 TITLE WATER & SEWER PLAN PROJECT NO. 50125554 C4B SHEET NO.
SSSSSSS S SSSSSSSWETLAND LINEWETLAND BUFFERWETLANDSSSSSSSS S SSSSSSS414415416417418419420421422423441428427426425424GINSTALL 345 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 25INSTALL 129 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 26INSTALL 202 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 30INSTALL 91 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMH 29MATCHLINE - SEE SHEET C4BINSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL 8"x6" M.J. TEE,8" M.J. GATE VALVE, &6" M.J. GATE VALVEW/ MEGALUGSINSTALL (2) 8" M.J. 45° BENDSW/ MEGALUGSINSTALL 8" M.J. GATE VALVEW/ MEGALUGSINSTALL18 L.F. OF 8" DUCTILE IRONWATERMAIN & 8" M.J. PLUGINSTALL 8" 22.5° M.J. BENDW/ MEGALUGSINSTALL 8" 22.5° M.J. BENDW/ MEGALUGSINSTALL 6" PVCWATER MAIN50'0 100'FEET2 3 r------------------7 E I f I I 1 _______ 7 I I I I I I I SHEETC4B CA-~ I I I I I --( I I ~/,-~ .~ I I a-I ~$~ref~~ I :s ~ i L __________________ J WATER & SEWER SHEET KEY D C I B □HPL □HPL □HPL ~ □HPL ---□HPL ---□HPL A I I I I I I fi.w /iv ~ I I I I I I t I w ; I l~-w 1\ ti w I I w I I /w w I I I w w / I Ii w w I I ;w w w I I I w w w w w w w w w w w w w w w w w w w w 'W w w □HPL 4 w w w w w w w w w w w w w w w w w w w w w w w w 'W w 'W w w w w w ~w w w ,I/ w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w 'W w w w w --w w w w w w w w w w w w w w w w w w w w w -w w w 'W w w w 'W w w 5 I I I I I ________ J IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a_ > a::: co co <( LL ...J <( ui a_ 0 I 0:: <( IL AIIIIIIIIIU,,~ P,BA41 ~\ I*, 111.21714 ,* ~ '\PIIIDICIW.} i ~'!JJ-1"1fil ~/f//i11111~i11~ ·-·-NO. REVISIONS SCALE: 1" = 50' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE WATER & SEWER PLAN PROJECTNO. 50125554 C4C SHEET NO.
365366367368369370371372373374375376377378379380363364362361360359358357TORRENT ROADWETLAND LINEWETLAND BUFFERLINEWETLAND LINEWETLAND BUFFERSSSSSSSSSSSS SSSSSSSSSSS S S S S S SSS402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)FEET2000100F t ~
~
~
Cl •
w
w 11 .[ 8 @ !;,
C z al
Tv' '3d0Hcll'v':l ~\\\l\llllflllllloq, ...J~~::s
·811 ·ma A'v'd A 89 i[!1' ....... s~
;f~ ·1 ...J ...J w a.. ~ <! (!) (!) <(
ti =<( LO L 3S'v'Hd ~~·. 9 ·;;.,:" ~ w s <! z a, >wzl--(_) SllV.:I 3d0H~IV.:I ~p, ,,,.~, ~
'
-....... ••..••• -~"'('_w 0 0 (!) :r:
:,,,11111\\\\"~ ~ en CJ) (!) ~ ~ I ~ ...J g
~ I ~ w frl
~ g t ~ a
al C " " [l'
r------------------------------------------• I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
I .... -·
I
1-----'--ttl
I 11[ ~~~~~=~~=T-:=-=:'-~~~~::....:::~~~:::::::~
I-_ :\ I __ __L ___ _
I
~------------------------------------------
0 (.) cc
365366367363364362361360359358357TORRENT ROADSSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S SWETLAND LINESSS SSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSS S S S S S S S S S S
402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADMATCHLINE - SEE SHEET C5CINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL STREET LIGHTTIE TO END OF PHASE 6SIDEWALKTIE TO END OF PHASE 6SIDEWALKTIE TO END OF PHASE 6SIDEWALK50'0 100'FEET2 3 4 r------------------7 E I ! I I f I i ~ cvP.i I 5///' I I ~ -. ~ I I t--4 ~ I I S SHEET C5C I I I I I L __________________ J SIDEWALK & LIGHTING SHEET KEY D ,-----------1_:-----=_ . -----1 ---1 ----\/ -----------•• • w s ... , C _@1-c:--------1 B / / / /<Y / lk/ / / w / / / / / w w / / / / w w I ;;{ I I w w w I A I I lw w w 1/4 I I w w w I J I w w w &, w w w I I w w w I ..... w I w I Ji w w / / w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w 5 --,7 I w w I I I I I I I I I IDewbany· SEAL SCALE NO. REVISIONS DRAWN BY 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL cj ...J ...J --'_ <( ~ ui i5 g, ~ I Cl. g;; > ~ co co SCALE: 1" = 50' DESCRIPTION APPROVED BY CHECKED BY DATE daa jne ccb DATE JANUARY 2021 TlnE SIDEWALK, SIGNAGE& LIGHTING PLAN PROJECTNO. 50125554 C5B SHEET NO.
SSSSSS S SSSSSSSWETLAND LINEWETLAND BUFFERWETLANDSSSSSSS S SSSSSSS414415416417418419420421422423441428427426425424MATCHLINE - SEE SHEET C5BINSTALL 5' SIDEWALKINSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL 5' SIDEWALKINSTALL 5' SIDEWALKFEET100'050'F w 11 .[ 8 !;,
C
Tv' '3d0Hcll'v':l ~\\\l\llllflllllloq,
·811 ·ma A'v'd A 89 ~ ti ~ =<( L 3S'v'Hd ~~·. 9 ·;;.,:" ~ ~ a, t i[!1' ....... s~
;f~ ·1
SllV.:I 3d0H~IV.:I ~p, ,,,.~, ~
'
-....... ••..••• -~"'('_w
Cl :,,,11111\\\\"~ ~
•
tJ) L ___________ _J
w
~
~ w :r: en
(!) z
I-
I
(!)
::J oes
~
~ w
0
en
~ ~ I ~ ~ I ~ ~ g t al "
" ➔ ➔ > , ➔ ➔ ➔ ➔ ' ➔ ➔ ➔ ➔ ➔ ➔ ➔ > ➔ ➔',;<2, ➔ ➔ ➔ ➔ ➔ ' : ➔ 1 ➔
➔ ➔ ➔ ➔ ➔ ➔ ➔ ➔ ➔ ➔ ,~ ➔ ➔ I ➔ _J
0 (.)
➔ ',➔ ➔ ➔ 'l=➔
➔ ",,➔ ➔ I ➔ DI
➔ ➔ ~-~ -➔ I ➔
➔ ➔ ➔ 1~ _J
cc
Q_
6 ➔
_J
Q_
:r:
□
_J
Q_
:r:
D
_J
Q_
:r:
D
_J
Q_
:r:
D
_J
Q_
:r:
D
_J
Q_
:r:
D
_J
Q_
:r:
@
z al
~ «s :::S
_J w 0.... ()
~C>c, LO w~z () oc,1----I
CJ) Cl) C)
_J g
w frl
~ a
" [l'
63.8662.9663.4162.9463.1463.3363.5963.8059.0058.2558.6258.2558.3658.4758.7358.9457.5557.3657.4957.1456.5056.8257.0057.3257.4456.5057.41TORRENT ROADTELUGA AVENUE404403405400449GRAND RAPIDS ROADTELUGA AVENUE415414416441423TELUGA AVENUE418419421420FEET400202 3 4 5 I l I E i I I I ~ ~---~ I I l I i I I ,.loo D C B A IDewbany· 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J ...J LL r--i-: <( w UJ 0:: ui i5 a.. 0.... Cf) 0 0~ ~ I 0:: a.. <( I a.. > IL a::: co co <( LL SEAL SCALE ·-·-NO. REVISIONS SCALE: 1" = 20' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE SPOT ELEVATIONS PROJECTNO. 50125554 P4 SHEET NO.
40455055606570758085904045505560657075808590-0.75%LOW PT STA = 17+64.32LOW PT ELEV = 64.45PVI STA = 16+91.71PVI ELEV = 65.00AD = 0.94%K = 154.07LENGTH = 145'EVCS: 17+64.32EVCE: 64.45STA 17+20.67RIM = 65.01MH 22INV OUT = 60.01INSTALL 101 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.77% SLOPESTA 18+26.37RIM = 63.85INV IN = 57.10MH 23INV OUT = 57.00STA 19+01.37RIM = 63.79MH 27INV OUT = 58.00INSTALL 387 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.26% SLOPESTA 22+91.21RIM = 60.66INV IN = 53.10MH 28INV OUT = 53.00INSTALL 181 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.29% SLOPESTA 24+75.90RIM = 59.00INV IN = 50.61INV IN = 48.71MH 25INV OUT = 48.61STA 26+81.83RIM = 58.26INV IN = 49.63MH 30INV OUT = 49.53INSTALL 94.78 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPE38M4N4O436T2S2262524R2P2S1T1192220V1INSTALL 202 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 27+82.03RIM = 57.01MH 29INV OUT = 50.01T1U1402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449401400SSSSSSSSSSSSSSSSSSSSSSSS S SSSSSSSSSSSSSSSSSSSSSSSSSSSS S SSSSSMH 28MH 25MH 30MH 29S4T226S2R224P223Q2S12218R117T120U121V11925TELUGA AVENUEGRAND RAPIDS ROADMH 22MH 23MH 27TORRENT ROAD38M43736O4N4MH 26Q1SEE SHEET P2 TORRENT ROADSEE SHEET P3 GRAND RAPIDS ROADPHASE 7PHASE 6 (EXISTING)EXISTING GROUNDCENTERLINE & PROFILEGRADE LINEI 2 I 3 I 4 E D C B t====-=:-----~--.._ I L...0 f7LJ ~ .___ ::: L 0-0 """'--------=-I--n... [:]-, 6"""""' ~~ ~ --0 0 A I J \_ I I I I I 5 ~ ~~ ~~ a~ ~" l's"'" +,-~~ll) §~~ -. ~ --J7 I I IDewbany· ~ SEAL SCALE -NO. REVISIONS DRAWN BY 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J u <( -' -' LL r--i--: w UJ 0::: 0 0.... Cf) 0~ ~ a.. I a.. > a::: co co <( LL V:1"=5' H:1"=50' DESCRIPTION APPROVED BY t-CHECKED BY -' <( ui a.. 0 I 0::: <( IL DATE daa jne ccb DATE JANUARY 2021 TlnE TELUGAAVE PLAN & PROFILE PROJECTNO. 50125554 P1 SHEET NO.
3540455055606570758085354045505560657075808565.0362.6861.7660.9960.2159.5558.9258.4258.0658.0058.2357.7465.062.761.861.060.259.658.958.458.158.058.257.79+50 10+0011+0012+0013+0014+0015+0016+00STA 18+26.37RIM = 63.85INV IN = 57.10MH 23INV OUT = 57.00INSTALL 360 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.62% SLOPESTA 13+82.34RIM = 58.49INV IN = 51.10MH 24INV OUT = 51.00INSTALL 93 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.41% SLOPEEX MH 14(PHASE 6)EX 8" SEWER(PHASE 6)EX 8"SEWER(PHASE 6)37N436O435P43433Q4R432-1.03%-2.08%-1.74%-0.74%LOW PT STA = 12+40.69LOW PT ELEV = 59.75PVI STA = 12+16.52PVI ELEV = 60.00AD = 0.71%K = 68.19LENGTH = 48'BVCS: 11+92.34BVCE: 60.42EVCS: 12+40.69EVCE: 59.75LOW PT STA = 14+00.69LOW PT ELEV = 58.18PVI STA = 13+75.69PVI ELEV = 58.36AD = 0.29%K = 171.14LENGTH = 50'BVCS: 13+50.69BVCE: 58.62EVCS: 14+00.69EVCE: 58.18CONNECT TO EXISTING SEWER LINEINV.=53.32 (FIELD VERIFY)448449450451452453435401400399398397 396395394368369370371372373374363362SSSSSSSS S SSSSSSSSSSSS S S SSSSSSSS S SSSSSSSSSSSS S SMH 13 (DROP)S4MH 22MH 23MH 24MH 14MH 2738M43736O435N4P43433R432Q435TORRENT ROADTELUGA AVENUEPHASE 7PHASE 6 (EXISTING)SEE SHEET P2 TELUGA AVENUEEXISTING GROUNDCENTERLINE & PROFILEGRADE LINEE D C B A INSTALL SE'IYER SERVICE (TYP.) INSTALL a• PVC WATER t.AAIN 2 I ~~ z~< oz< "~" ~~3 ~g,i'!, ~~~:8 zOlll. "Hra. 1~~~ OVlVll.l.l I . I ./ I I I l I I I I .;.--.ii/I--/ I I I IN~TALL a• PVC ~RAVITY SE'tr'ER (AIN I I I I I I J ,-...._ ...._ ...._ _j_ □~ /Li\ ---r: ...... I"" K I I 3 --r--,-~ C °" I _j I l 4 5 L I--I L.I\ r f'L l"c V I ' 0 J /fl' I -...J J I I l I tDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J u <( -' -' LL r--.,_: w UJ 0::: 0 0... ~ ~ 0 :r: a.. I a.. > a::: co co <( LL V:1"=5' H:1"=50' DESCRIPTION -' <( ui a.. 0 I 0::: <( IL DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE TORRENT ROAD PLAN & PROFILE PROJECTNO. 50125554 P2 SHEET NO.
()354045505560657075803540455055606570758058.9458.5758.0257.7557.4857.2257.0556.9656.9757.0657.2457.4757.7157.9458.1858.4158.6558.8859.1159.2859.3959.4459.4459.3859.3159.2459.1659.0558.8658.6058.2557.8357.3456.7656.1155.4058.958.658.057.757.557.257.057.057.057.157.257.557.757.958.258.458.658.959.159.359.459.459.459.459.359.259.259.158.958.658.357.857.356.856.155.49+50 10+0011+0012+0013+0014+0015+0016+0017+0018+0019+000.94%-0.29%-2.08%-1.09%HIGH PT STA = 15+61.38HIGH PT ELEV = 59.45PVI STA = 15+26.52PVI ELEV = 59.60AD = -1.23%K = 108.06LENGTH = 133'BVCS: 14+60.02BVCE: 58.97EVCS: 15+93.02EVCE: 59.40HIGH PT STA = 16+74.88HIGH PT ELEV = 59.16PVI STA = 17+80.87PVI ELEV = 58.85AD = -2.61%K = 81.20LENGTH = 212'BVCS: 16+74.88BVCE: 59.16EVCS: 18+86.85EVCE: 55.78LOW PT STA = 12+11.39LOW PT ELEV = 56.95PVI STA = 12+05.98PVI ELEV = 56.59AD = 2.03%K = 70.28LENGTH = 143'BVCS: 11+34.64BVCE: 57.37EVCS: 12+77.32EVCE: 57.26STA 24+75.90RIM = 59.00INV IN = 50.61INV IN = 48.71MH 25INV OUT = 48.61INSTALL 129 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 11+62.82RIM = 57.29INV IN = 48.08MH 26INV OUT = 47.98INSTALL 345 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 15+21.49RIM = 59.54INV IN = 46.60MH 12INV OUT = 46.50EX MH 13(PHASE 6)EX 8" SEWER(PHASE 6)EX 8"SEWER(PHASE 6)CONNECT TO EXISTING SEWER LINEINV.=51.48 (FIELD VERIFY)R1Q11716O2P115O114113EX N1CONNECT TO EXISTING STORM DRAININV.=48.94 (FIELD VERIFY)EX 42" RCP(PHASE 6)EX 42" RCP(PHASE 6)3623SSSSSSSSSSSSSSSSSSS
S
S
SSSSSSSSSSSSSSSSSSSSSSS
S
S
SSSSMH 28MH 25MH 30R224S12218R117133R441423440439438437436 435424425426427428429 430 431 432 433 434MH 26MH 1214P127O216Q115O1PHASE 7PHASE GRAND RAPIDS ROADTELUGA AVENUESEE SHEET P1TELUGA AVENUESEE SHEET P1TELUGA AVENUEE D C B A 2 3 0 o-1 0 INSTA SER I/ 4 \ \ I ----A.__ -~ rD r r-1'\~ fWdWJ'✓d'-"=4'&wff&_#_&'4Y-<W_d'-"J'_fi"ff2#. ~--,f-,_,-,_ ___ _,, _ _,.&✓1!~<"~4, 5 t:::: w--,@',W,#'§J-"PY-#'$,V$§J-1'$4!4'4W#$f--#&r#✓-J&fW,@,,'4"',M')WfW-,&'.&r,i% WAW§-,,lL,.,,,,?#$$~,,1 LJ_j_J____J-t/ --+-t--Hl-+--1Bt·1~ ""~-~ -= -= ---+-=t= -= -~ I l,~ I I J I I I I I I I I I I I I I I I I I I I I I I I I I I IDewbany· SEAL SCALE NO. REVISIONS DRAWN BY 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J u <( ::l :;t LL r--t;" UJ LL Ill w O a.. o... en o o~~~ I a..> ;'i: a::: <( LL co co V:1"=5' H:1"=50' DESCRIPTION DATE daa APPROVED BY jne CHECKED BY ccb DATE JANUARY 2021 TlnE GRAND RAPIDS ROAD PLAN & PROFILE PROJECTNO. 50125554 P3 SHEET NO.
SWALE I55606570758055606570758071.8771.8768.9669.9168.0869.8267.2468.4866.6767.5566.2067.0465.7366.6265.2666.2464.7965.8964.3265.4864.0264.9763.7964.6763.5564.3963.3264.099+50 10+0011+0012+0013+0014+0015+0016+0017+00 17+50402403404405406407408409410411412413414PI = 17+07.2710+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+11
EXISTING GROUNDCENTERLINE OF SWALEI 2 I 3 I E -----------------------------f---· -· . +--. . +--. D I C ~ ff t + + t -~ + + ~ + + ~ + + ~ I } + + I t-+ ~-----t-+ ~~ t-+ ~~ -2.05% ------~ -, +j + ~~ t ~ :=_----+ B \ -0.94% r---I \_ + + t t + + t t-+ + + I I I I I A 4 I 5 I ' ~ + + + + + t-t-t-<1~!11 + ~~ + ~ii:I t-t--0.-47% -,.-t-§--_ + ' v® + t-I PRELIMINARY-NOT FOR CONSTRUCTION IDewbany· -SEAL SCALE -NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a.. > a::: '<f" co <( LL V:1"=5' H:1"=50' DESCRIPTION DRAWN BY APPROVED BY ...J <( ui a.. 0 I 0:: <( IL DATE daa jne ccb -CHECKED BY DATE JANUARY 2021 TlnE SWALE PROFILES PROJECTNO. 50125554 P4 SHEET NO.
••• CURB INLET PROTECTION DETAIL HAYBALE PROTECTION DETAIL E D C B A 2 BMP PHASING SFOIJFNCF· CONTRACTOR SHALL FOLLOW lHE PHASING SEQUENCE BELOW: PHASE 1: SEDIMENT CONTROL DEVICE &: WETLAND BUFFER SIGN INSTALLATION (PRIOR TO MO'.. LAND DISTURBANCE ACTIVITY) PHASE 2: DETENTION POND INSTALLATION PHASE 3: LAND CLEARING (OTHER THAN FOR SEDIMENT CONTROL AND DETENTION POND) THE CONTRACTOR SHAU.. ADHERE TO THE REQUIREMENTS SHOWN ON THE CONSTRUCTION BEST MANAGEMENT PRACTICES PLAN THAT ACCOMPANIES THE ADEM NPDES PERMIT. ALL DISTURBED AREAS (INCWDING UTILITY WORK) SHALL BE PERMANENTl Y STABILIZED PRIOR TO FINAL INSPECTION. SEED AND MULCH \lt'lLL NOT BE ACCEPTED. DETENTION AREAS SHALL HAVE SOLID SOD AS FINAL COVER. SILT FENCE DETAIL [E!El a• CMU BLOCKS FOR PIPE SUPPORT s• CMU BLOCKS (CELLS PARALl.Il. 4•• FILTER WRAPPED PVC PIPE TO GROUND) ASPHALT "B" SECTION "B" -"B" -----------~ GROUND LEVEL 3 LEGEND (BMPs} iM'1 CONSTRUCTION EXIT ~ ~ (20'x50' MINIMUM) E~~~t~~~ ~ CURB INLET PROTECTION ~ SILT FENCE (TYPE "A")-----~ STRAW WATTLES 0 HAYBALES C STRAW BALE INSTALLATION BINDING WIRE OR TWINE STAKE 4 IXPIGAI PRACTICES ANO UAlNIENANCf· (TO BE INSPECIED AND MAINTAINED DAIi Y BY CONIBACIQB) 1. CONSTRUCTION EXIT INSTALL PRIOR TO LAND DISTURBING ACTIVITIES. GRADE, COMPACT AND ADD ROCK AS NEEDED TO MAINTAIN ADEQUATE GROUND COVER, REDUCING VEHICLE TRACKING. 2. D'.PF •t,• 511 J FFNCF-INSTALL AS INDICATED ALONG PERIMETER OF DISTURBED AREAS. REMOVE SEDIMENT WHEN IT REACHES ½ HEIGHT OF F'ENCE. REPAIR OR REPLACE DAMAGED AREAS IMMEDIATELY TO MAINTAIN ADEQUATE RETENTION OF SEDIMENT AND PROTECTION OF SENSITIVE AREAS. 3. INI FT PROTECTION INSTALL PRE-ROAD PROTECTION CURB INLET PROTECTION IN A TIMELY MANNER. REPAIR OR REPLACE DAMAGED OR SEDIMENT LADEN DE'v1CES. REMOVE SEDIMENT THAT SEffiES NEAR INLETS IMMEDIATELY. 4. REMO\IE SEDIMENT THAT LEAVES DISTURBED AREAS IMMEDIATaY TO PREVENT OR REDUCE OFFSITE IMPACTS, ESPECIALLY IN ROADWAYS. S. SFED ANP MULCH OR PERMANENT IJFGEJATION APPLY TEMPORARY SEED AND MULCH TO AREAS LEFT DISTURBED FOR LONGER THAN 10 DAYS. PLANT SEASONALLY APPROPRIATE VEGETATION. REPLANT AS NEEDED IF VEGETATION FAILS. INSTALL PERMANENT VEGETATION AS SOON AS FINAL GRADING COMPLETE. STRAW ENCASED IN TUBULAR PHOTODEGRADABLE PLASTIC NETTING (2) WOOD STAKES (PLACrgN D~::~~~ \, SECTION VIEW 5 STRAW ENCASED IN TUBULAR PHOTOOEGRADABLE PLASTIC NETTING (2) WOOD STAKES (PLACED DIAGONALLY ON EACH SIDE) -----7 Qj STAKE AT OVERLAP PLACEMENT DETAIL STAKED AND ENTRENCHED STRAW BALE SEDIMENT LADEN RUNOFF : ; ,.::.,:... . COMPACTED SOIL TO •• • • ·• • • EYENT PIPING STRAW WATTLE DETAIL Install and maintain ALDOT # 1 stone 6 inches deep minimum NTS CONSTRUCTION EXIT DETAIL Install pre-construction HAYBALE INLET PROTECTION SHOULD CONSIST OF SILT FENCE AND HAY BALE STRUCTURE THAT COMPLETELY SURROUNDS THE INLET. THE HEIGHT Of THE FABRIC SHOULD BE 1.5 FEET MAXIMUM AND 1 FOOT MINIMUM. THE BASE OF THE FABRIC SHOULD BE BURIED AT LEAST 12• BELOW THE SURFACE. SILT FENCE MUST BE CROSS BRACED TO PREYENT THE STRUCTURE FROM COLLAPSING INTO THE INLET. SUPPORT POSTS SHOULD BE 2•x4" WOODEN POSlS WITH A MINIMUM POST LENGTH OF J FEET. POSlS SHOULD BE APPROXIMATELY 1s• INTO THE GROUND. REMO\£ ACCUMULATED SEDIMENT 'M-IEN IT REACHES HALF THE HEIGHT OF THE STRUCTIJRE. SJRAW BALE INSTALLATION CROSS SECTION ----------~ PRELIMINARY-NOT FOR CONSTRUCTION IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0... Cf) 0~ ~ I a.. a.. > a::: co co <( LL N/A DESCRIPTION ...J <( ui a.. 0 I 0:: <( IL DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE BMP DETAILS PROJECTNO. 50125554 D1 SHEET NO.
E D C B A GENERAL NOTES 1. WHERE DIRECTION OF FLOW IS FROM EACH END OF INLET, SIDEWING OPENINGS (AS SHO'MII ON ONE SIDE ONLY ON THIS DRAWING) SHALL BE CONSTRUClED AT EACH END OF INLET. FOR EACH INLET SO CONSTRUCTED, ~~r6NrL~N8l ~Nt~E l~Nc°J:s~c:~~~NET~&.~E '1J~i? UNDER ITEM INLETS TYPE-S (ONE Vt1NG). 2. TO ACCOMMODATE SKE'NEO PIPE OR F'IT OTHER CONDITIONS, IT MAY BE NECESSARY TO INCREASE ONE OR BOTH PLAN VIEW DIMENSIONS OF INLET BOX AND COVER SI.AB. NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR CORRESPONDING INCREASE IN MATERIALS AND OTHER COSTS WHERE CHANGES IN DIMENSIONS ARE REQUIRED. .. lo Om b!z 4' -6" (15• -30" PIPE) ~ a w ~ t---7•_-0_"_(~36_"-_5_4_"_PI_PE~)--+--~1'~-~·•--i8~ SECTION B B NOT TO SCALE 0 SEE PLAN &: PROFlLE FOR ELEVATIONS PLAN VIEW (N.T.S.) .. MANHOLE FRAME &: COVER WLCAN V-1823-1 270 LBS 2 3 B'-0" f5 BARS O 6" O.C. E.W. TYP. ,~ .r!1•5::;r1:L • EDGE OF PAVEMENT C #5 DIAGONAL BARS (LENGlH 2'-9") NOTE: SLOPE ON TOP OF SLAB SHALL BE THE SAME AS THE CENTERLINE GRADE. SECTION c c NOT TO SCALE TYPE "S" INLET PLAN 1•-5• OVERLAP NOTE: JOINTS ON ALL STORM DRAIN PIPES SHALL BE PIPE WRAPPED WITH A NON-WOVEN FILTER FABRIC AS SHO'IYN IN THIS DETAIL PIPE JOINT WRAP 4'-6" (15" -.'.50" PIPE) 7'-0" (36" -5-f' PIPE) B 41-6• (15•-::50• PIPE) 7'-o• {36•-54• PIPE) SECTION A A NOT TO SCALE PRELIMINARY-NOT FOR CONSTRUCTION TYPICAL SECTION l r ~•ra •m--• ·--JUNCTION BOX DETAIL ·wAlER uNr REQUIRED ,r EACH END DETECTOR WIRE AND AT 50 C. TO C OF DUCTILE IRON REQUIRED STREAM CROSSINGS P~P1PE----------, c:~:so~R:~~STING) ,------------' / THE 2.5' MIN. COVER SHALL BE FROM THE LOWEST ELEVATION OF THE DRAINAGE STRUCTURE INVERT. THIS ELEVATION SHALL BE MAINTAINED NO LESS ' / ' / ' / ' / ' / ' / ', • 8 // '---------__ .../ 10 LF. MIN. DUCTILE IRON ~ FITTING AS REQUIRED (DUCTILE IRON MECH. JT. W/RETAINER GLAND.) THAN 1 O' EACH SIDE OF THE CROSS DRAIN REGARD-LESS OF THE GROUND (ELEVATION WI-IICH MAY RESULT IN COVER DEPTHS SIGNIFICANlL Y GREATER THAN THE 2.5' MIN.) ""-FITTING AS REQUIRED (DUCTILE IRON MECH. JT. W/RETAINER GLAND.) MECH. JT. DUCTILE IRON WITH RETAINER GLANDS OR CLOW "SUPER-LOCK• JOINT PIPE TYPICAL DRAINAGE PIPE CROSSING 6" PVC PIPE FILLED W/CONCRETE PRECAST CONCRETE BOX WLCAN FOUNDRY MANHOLE RING AND COVER (V-1810-4) =v· 1·· YARD INLET DETAIL w'w' "-"-ii:i:i: .. 4 NOTES: EXISTING GROUND 1. A POSITI\/E DRAINAGE OUTF'ALL IS A CONVEYANCE SYSTEM (DRAINAGE EASEMENT, ROADWAY WITH A DRAINAGE SYSTEM-CURB AND GUITTR, OR DITCH WHICH CONTAINS, CONTROLS, AND TRANSMITS STORMWATER RUNOFF TO A CREEK, STREAM, RIVER, BAY. GULF, OCEAN, OR OTHER COUNTY OR MUNICIPALITY REGULATIONS. 5 SEED & MULCH CL I DITCH GRADE POINT 3'-0" TYPICAL DITCH DETAIL NOT TO SCALE F.F.E. -FINISH HABITABLE FLOOR ELEVATION F.G.E. -FINISH GRADE ELEVATION IDewbany· 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--w UJ 0::: w 0.... Cf) z 0~ s: 0 I a.. a::: <( LL ...J <( ui a. 0 I 0::: <( IL 2. FINISH FLOOR ELEVATION MUST BE 1' (MINIMUM) ABOVE FINISH GRADE ELEVATION (EXCLUDING BASEMENT ELEVATIONS) AND AT LEAST 1e• ABOVE THE CENTERLINE OF ADJACENT ROADWAYS UNLESS OTHERWISE STATED IN THE PLANS. FINISH ~ -STORM WA lER FLOW DIRECTION ARROW SEAL FLOOR ELEVATIONS SHALL ALSO COMPLY WITH LOCAL ~-----~ REGULATIONS. 3. THESE ARE MINIMAL REQ4..IIREMENTS AND DO NOT RELIEVE THE BUILDER FROM PROVIDING ADDITIONAL GRADING TO DIRECT STORMWATER TO A POSITIVE OUTFALL DRAINAGE SYSTEt.i. """"""'-"'"' [/7' -GRADE SLOPE (MINIMUM) ..---MINIMUM GRADE -----===::r-F.GE POSITIVE OUTFALL (SEE NOTE 1 ABOVE) NCIIB ELEVATION VIEW 10' TYP. REi'f'Jil1/'AL ' PLAN VIEW a• MINIMUM (IF SOODED) 10• MINIMUM (NO 500) F.G.E. CONTOURS VAIIA110NB N C1tADN01 NE AOCEPl'AII..E F ORACINQ CRAN8 TO A POellMa OU1F,W. LOT GRADING -TYPE 'A' ALL llAAIIAClE TO STREET HOME RIJU PERS NOJE· LOT GRADING -TYPE 'B' llAAIIAClE TO STREET NO REAR LOT LIE THE HOMEBUILDER SHALL INSTALL AND MAINTAIN THROUGH OUT CONSTRUCTION APPROPRIATE EROSION CONTROL MEASURES , SILT FENCE, HAY BALES AND SWALES, TO ENSURE THAT NO SEDIMENTS WILL LEAVE THE SITE DURING CONSTRUCTION. -::I ; ii !<' I= f MINIMUM STANDARDS FOR TYPICAL RESIDENTIAL GRADING CONTROL PLAN SCALE N/A NO. DESCRIPTION DATE REVISIONS DRAWN BY daa APPROVED BY jne CHECKED BY ccb DATE JANUARY 2D21 TlnE DRAINAGE DETAILS PROJECTNO. 50125554 D2 SHEET NO.
H12"CONCRETE DEAD ENDANCHOR BLOCKSEE DETAIL THIS SHEETMIN. 18-FT JOINTDI PIPED.I. M.J. CAP OR PLUGM.J. GATE VALVESIZE TO MATCH MAIN DIAMETERFIRE HYDRANT6" D.I. PIPELENGTH AS REQ'D6" M.J. GATE VALVESIZE OF MAIN x 6"D.I. ANCHOR TEE6" FRICTION TYPERESTRAINED FITTINGSSIZE OF MAIN x 6"ANCHOR TEE30" MIN. COVERWATER MAIN“” 3/4",1" AND, 2" SERVICES SHALL BE TYPE KCOPPER TUBING (SEAMLESS WITH NO BENDS,JOINTS OR COMPRESSION COUPLINGS)CORPORATION STOP - FORDBALLCORP FB1000 (SEE NOTE NO.2)SERVICE SADDLE: ROMAC 202NS NYLON COATED DUCTILEIRON SERVICE SADDLE W/STAINLESS STEEL DOUBLESTRAP WITH NEOPRENEGASKET OR EQUAL (IFREQUIRED)E D C B A PVC PIPE lRANSITIONJ SLEE'vE 10 LF. MIN. DUCTILE IRON MECH, JT. DUCTILE IRON 'MTH RETAINER GLANDS OR CLOW '"SUPER-LOCK'" JOINT PIPE DUCTLE IRON 2 CONCRETE WATER MARKER 'MTH SIGN "WATER LINE• REQUIRED AT EACH END AND AT 50' C. TO C. OF DUCTILE IRON STREAM CROSSINGS. DETECTOR WIRE REQUIRED 10 LF. MIN. DUCTLE IRc»I ~ FITTlNG AS REQUIRED (DUCTILE IRON MECH. JT. W/RETAINER GI.AND.) "-FITTlNG AS REQUIRED (DUCTILE IRON MECH. JT. W/RETAINER GLAND.) CENTER OF WT "I I TYPICAL DRAINAGE PIPE CROSSING THE 2.5' MIN. COVER SHALL BE FROM THE LOWEST ELEVATION OF THE DRAINAGE STRUCTURE INVERT. THIS ELEVATION SHALL BE MAINTAINED NO LESS lHAN 10' EACH SIDE OF THE CROSS DRAIN REGARD-LESS OF THE GROUND (ELEVATION Vt1-IICH IAAY RESULT IN COi/ER DEPTHS SIGNIFICANTLY GREATER THAN THE 2.5' t.llN.) I I I SEWER SERVICE WA1E SfRV/CE R.O.W. LI:\_ ---WA1ER SERVICE NOT TO SCALE NOTE: 1. 5££ PLAN AND PROFILE 5H££TS FOR LOCATION OF WATER S£RVIC£S AND SANITARY SEWER LATERALS. 2. LOCATION OF TH£ WATER SERVICES AND SANITARY SEWER LATERALS SHALL B£ MARKED IN TH£ CONCRETE GUTTER WITH TH£ LETTER "W" FOR WATER SERVICE AND "S" FOR TH£ SEWER LATERALS. WATER SERVICE & SEWER LATERAL LOCATION PLAN WATER :~:• MIN. ---------PVC SLE EQUIRED IF VERTICAL CLEARANCE IS LESS THAN 18" BETVIEEN WATER LINE &: SE\YER LINE 10 LF PVC SLEEVE f.llN. WATER LINE & SANITARY SEWER LINE VERTICAL CROSSING DETAIL THE CONTRACTOR SHAU. F'Oll.OW THE 10 STATE STANDARDS. ITHRUST BLOCK BEARING AREAS (SQ.FT.) V.§it(r ... 45" VERT • !!?'~,,e fl :r;'.~~ CA11' SIZE Ti&-46" BEND BEND 223 1~~·· BEND 22-1{1;.DV£Iff. VALVE ~"Ii~. 1.0 1.0 1.0 1.0 1.0 9.3 CU. FT. 4 CU. FT. 0.5 CU. FT. 4-•DIA. l'ff UNE 1.9 2.6 1.4 1.0 1.0 21.1 CU. FT. 9.8 CU. FT, 0.8 cu. FT. e• DIA. l'!PEUNE 3.6 5.0 2.7 ,.. 1.0 50 CU. FT. 16 CU. FT. 1.0 cu. FT. 8"1>A. l'F£ LINE 5.8 8.2 4.4 2.25 1.2 1.5 CU. FT. DESIGN CRITERIA: lEST PRESSURE -150 PSI '£1111-¼~l--l--~ACRAKS~:~ TER) 40f4 AS SHOWN WATER GATE VALVE fJ ftEBARS YEBI JHBYSJ BLOCK PDAIL CONCAElE THRUST BLOCK SEE salEDULE NOlE: 'THRUST Bl.oa< BEARING AREAS SHALL BE INCREASED IN POOR lRENCH CONDITIONS AS DIREClED BY THE ENGINEER SOIL BEARING PRE~ - 1 TI»I PER SQ. n. JEE JHBYSI BLOCK PEIAIL CROSS JHBYSJ BLOCK PEIAIL HOB!Z JHBYSI BLOCK PEIAIL THRUST BLOCK DETAIL 3 PLAN VIEW N.T.S. FIRE HYDRANT ASSEt.lBL Y TO BE MUELl.ER CENTURIAN THREE WAY, 5-1/4• VALVE OPENING, A-423. HYDRANT DRAIN (DO NOT OBSTRUCT) PLUG PLUG FRONT ELEVATION CONCRETE DEAD END ANCHOR BLOCK DETAILS N.T.S. INSTALL APPROVED BACKFILl. IN 12" LIFTS O 85,C COMPACTION, STANDARD PROCTOR. INSTALL APPROVED BACKFILl. IN 6" LIFTS O 85X COMPACTION, STANDARD PROCTOR TO 6" ABOVE 4 PUMPER NOZZLE (4-1/2• DIA.) NST 5 = (1.) FIRE HYDRANT ASSEMBLY UNIT OF PAYMENT TO INCLUDE EXCAVATION, BACKFILL, COMPACTION, THRUST BLOCKS, GATE VALVE, GATE VAL\IE BOX, CONCRETE PAD, DUCTILE IRON TEE, All. CONNECTIONS, DUCTILE IRON PIPING, CONCRETE, GRA\IEL AND FIRE HYDRANT. (2.) 'M-lERE FIRE HYDRANT IS OFF AN EXISTING MAIN THE BID PRICE IS TO INCLUDE TAPPING SLEEVE, CONNECTION, AND t.lACHINE TAPPING, EXCEPT IN I l---+-----~3•_-6~•~•~1N~·------1 ~:~~Vl~~AL ALTERNATI BID ITIM WHERE USE IS MADE OF AN EXISTING (3.) STEAMER VAL\IE SHAU. FACE THE STREET. I FIRE HYDRANT ASSEMBLY ELEVATION NOT TO SCALE EXISTING WATER MAIN 0.1.t.l.J. HYDRANT TEE WAIEB MEIER W.IEBIAl SCHEQIH f WATER MAIN 1. CURB STOPS SHALL BE DESIGNED FOR MINIMUt.l PRESSURE OF 175 PSI AND SUITABLE FOR SERVICE PIPING AND SHALL BE FORD B43-332 RGW-NL OR EQUIVALENT. CURB STOP SHAU. HAVE PADLOCK WING AND 365 DEGREE VALVE OPERATION WITH NO STOPS. 2. CORPORATION STOPS WHERE REQUIRED OR DIRECTED, SHAU. HAVE STANDARD CC CORPORATION STOP THREAD ON INLET AS SPECIFIED BY AWWA CBOO, AND COPPER TUBING SIZE 0.0. OUTLET SUITABLE FOR SERVICE PIPING. CORPORATION STOPS SHAU. BE FORD BALLCORP FB-1000 SERIES WITH GRIP NUT OR APPROVED EQUIVALENT. CORPORATION STOPS SHAU. BE TAPPED INTO WATER MAINS ONLY BY MEANS OF A SERVICE SADDLE. 3. WATER METERS WILL MEET OR EXCEED THE REQUIREMENTS OF AWWA SPECIFICATION C700, LATEST REVISION, ANO AN AFFIDAVIT OF COMPLIANCE ANO CERTIFICATE OF TESTING FOR ACCURACY WU BE FURNISHED. METERS MAY BE EITHER NUTATING DISC, POSITIVE DISPLACEMENT, OR OSCILLATING PISTON. FROST PROTECTION WILL NOT BE REQUIRED. REGISTERS SHALL BE HERMETICAU. Y SEALED, MAGNETIC DRIVE, WITH STRAIGKT READING IN U.S. GALLONS. SERIAL NUMBER WU BE IMPRINTED ON THE CASE AS WELL AS ON THE REGISTER BOX LID. MATERIALS USED FOR METERS SIW..L. BE AS SPECIFIED IN AWWA SPECIFICATION C700. 4. METER BOX AND COVER A. BOXES Will. BE PLASTIC WITH IRON READER LIDS OR CONCRETE WITH CAST IRON LIDS. BOXES Will. BE SUFFICIENT SIZE TO HOUSE THE METER AND CURB STOP. WATER TAPPING SLEEVE & VALVE ASSEMBLY PRELIMINARY-NOT FOR CONSTRUCTION TYPICAL TRENCH DETAIL IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--.,_: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a.. > a::: co co <( LL N/A DESCRIPTION ...J <( ui a.. 0 I 0:: <( IL DATE daa jne ccb DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE WATER DETAILS PROJECTNO. 50125554 D3 SHEET NO.
A54321BCDEAPPROVED BYCHECKED BYSHEET NO.TITLEDRAWN BYDATEPROJECT NO.SCALESEALREVISIONSNO.DESCRIPTIONDATED4SEWER DETAILSdaaccbjneJANUARY 202150125554FAIRHOPE FALLSPHASE 7FAIRHOPE, AL68 V PAY DIRT, LLC.25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950N/ABAAMALA ESNN.ESTJASOPRELIMINARY- NOT FOR CONSTRUCTIONMANHOLE FRAME & COVER DETAILBACKFILL TO BE COMPAClED TO 100% T-99. Il 1 LIFT THICKNESS MAY VARY DEPENDENT UPON MATERIAL, EQUIPMENT, AND COMPACTION ~'" METHODS USED, BUT IN NO CASE SHALL EXCEED 12". DENSITY TESTS TO BE TAKEN IN ACCORDANCE WITH THE GOVERNMENTAL AGENCY HAVING JURISDICTION, OR AS MAY BE REQUIRED BY THE ENGINEER. BEDDING AND BACKFILL WITH SELECTED MATERIALS HAND PLACED AND COMPACTED IN 6" LIFlS UTILIZING MElHOOS APPROVED BY THE ENGINEER. AS PER SPECIFICATIONS BEDDING AS PER SPECIFICATIONS & AS REQUIRED BY THE ENGINEER OVERCUTS AND/OR UNSUITABLE FOUNDATION I-IA TERI AL SHALL BE FILLED/REPLACED WITH SPECIFIED MATERIALS EL.EV. 2 0' ABOVE PIPE CUT OFF SHEETING IF REQUIRED SEE SPECS. FOR REIAOVAL. 6" MIN. -12" MAX. FOR 12"tl PIPES AND UNDER 12" MIN. -18" MAX. FOR PIPES OVER 12"tl TYPICAL GRAVITY SEWER MAIN TRENCH DETAIL NOT TO SCALE A CONC. RISER SECTION ECCENTRIC CONE TOP TYP. "RAM NECK" JOINT SEALER TYPICAL PRECAST CONC. RISER SECTION PLAN VIEW TYP. GRA\11TY SEWER WATER TIGHT SEAL GASKET. (RUBBER BOOT) TYPICAL CONC. ADJUSTING RING(S). AS REQ'D A GROUT BENCH SLOPE 1/4 IN./FT. WATER TIGHT SEAL GASKET. (RUBBER B001) TYPICAL TYP. GRAv1TY SEWER TYPICAL PRECAST CONCRETE MANHOLE SECTION A-A ~a ~~ ~~ ~5 ~~ Ju ~~ <I ~~ ~~ :sc I I i 8" PVC GRAVITY SEWER MAIN I i !,. Pl Its SLOPE O 1 /8" PER FOOT Lp _________ ]_.D-4• PVC PLUG i i 4• DIA. PVC PIPE {PER UTILITY COMPANY'S SPECIFICATIONS) i I i I SEWER LATERAL PLAN VIEW i ..L.'" L FlNISHED GRADE ' • MINIMUM 12• COVER UNDER THE FLOW LINE OF DITCHES. I a· PVC GRAVITY SEWER MAIN WATER """Q 1 a•x-4• PVC TEE WYE ---1 -PICK HOLE (NON PENETRATING) ~ SLOPE O 1/8• PER FOOT pc..._ __ _____,,0-•. 4• PVC 45" BEND a• PVC GRAVITY SEWER MAIN 4" PVC PIPE (PER UTILITY COMPANY'S SPECIFICATIONS) NOTES: CARSONITE MARKERS SHALL BE INSTALLED ON LATERAL ENDS. TYPE CUM-375 WITH ANCHOR (GREEN) SEWER LA lERAL SECTION SECTION F-F THE PORTION OF THE FRAME AND COVER WHICH FORMS THE COVER SEAT SHALL BE MACHINED SO THAT NO ROCKING IS POSSIBLE. F ~ _Ju <i. i5 PLAN MIN WEIGHTS FRAME -250 COVER -120 '.z ,,., I N N MATERIAL -CAST IRON I Dewbeny· PVC PLUG
STA 17+00.00010203040500-10-20-30-40-50STA 17+50.00010203040500-10-20-30-40-50STA 18+00.00010203040500-10-20-30-40-50STA 18+50.00010203040500-10-20-30-40-50STA 19+00.00010203040500-10-20-30-40-50STA 19+50.00010203040500-10-20-30-40-50STA 20+00.00010203040500-10-20-30-40-50STA 20+50.00010203040500-10-20-30-40-50STA 21+00.00010203040500-10-20-30-40-50STA 21+50.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)E D C -B A I 2 I :~ ro '------1----_j_-R.O.W. II "',-----+-------,70 R.o.w.-~~ CFFsf~v-t\1h \ -2.08% -2.08% 4.17% 2.00% ./ 65 o,f-----+-----+----f----+-----+------t----+------l------+--------leo ~~ sef----+--~--+---f---+--+---+---"'"l"::l'-----+--f--+----+-~--+-~------j50 I ~~ -.!!~ 10C------l-------'----__, ____ _J_ ___ 'i. ____ J_ ___ --1--R,O.W.-~:l!,---_j_--------<10 ~ci 0Jf----+-----+--------,----+-----+-----+----+----+-----+--------j60 o«? 56f----+--~--+--------,--+--+---+---"':81"::l'-----+-~f--+----+--~--+-~------j50 ----------------------------------"' 70f------1-------'--~R.~O.~W.'---l--------1-----1----'------1----"R".o"'.w"-.-~ ~----+------+70 ,: ~~ 65 OFFSET=-26.O3' , ELEV=64. 79 '\. -2.08% -2.08% 65 Mf----+-----+--------,----+-----+------+----t----+-----+--------j60 ~ v-C 56f--+--+--~--+--------,--+--+--~-"':81"~'----+-~--+----+--~--+--------j56 ~----------------------1------------:~-------~ R.O.W. ft. R.O.W . .!! :8 70f-----+-----+---->----+--l-----+------+I----+----; ~;--------<---------<70 65 OFFSET=-25.62' i"-,_ ELEV=65.O2 \ r 2.00 __ ,___. ·--· 2.00% ""T 65 o,f----+-----+----f----+----+-----+----+----+----+--------j6o ~ 56f-----+--~--+-~--'f--+--+-,_-=.-=--==~~l"i'--· ----+'--+--+-'-~---1------+-~------156 ----------------------1------------~~---------R.O.W. ft. R.O.W . .!!-:8 70>----+----+-l-+--+----+-----+-------l-----+---+-~-l~----+---------J70 CFFSET=-26.23;\ ELEV=65.2i \ __ 1----___ _j ___ l..,.,..-J-----+---1 Lcc==-+---i=~~'-°"=r~· --~--1!~~i-[·0·[·;~;fii~-,--~o•~·~~;g~•-'g'."~r'=·'""=1;c_'/7----t----J 65~ 65 0Jf----+----+---f-----+----+-----+----+----+----+--------j60 ~ ro<a 56f-----+--~--+--------+--+--+---+--~:li1":2~----t--f--+--+--+-----+-~------j56 3 I 4 I 5 ~~ II"' ~---------R.o.w. __________ 'i.----------R.O.W._~i·----,-------, I ~~ o1w 65>------+□FfSET=-26.5~'\------,-----,-t-----+-----+----f----+---+--+t-------t-------165 ELEV=62.4I \ 4.17% -2.08% -2.08% 4.17% 2.00% 7 60 60 ~ 56f----+--~--+---f---+--+---+---"';I"~'------+-~--+---f---+--+---+---jse ~:~ II"' ~----------R._o._w._~ ________ ft. R.O.W. ~~----,-------, 65f------+oFFSET=-26).,------,--t-----+-----+--------,f----+---+--0t-1w1----+-------l65 EL£V-62.\1 \ 200, 7 4.17% 4.17% eof----+-----+--------,----+-----+-----+----+----+-----+--------jeo "' 56f--+--+--~--+--------,--+--+---+--"':21"~'-----t-~--+----+--~--+-~------jse 60f----+-----+------t----+-----+------+----t-----+-----+--------j6o ~~ ""' ft R.O.W. ti fl -------------+----------~------------1--~~I-------~ OFFSET =-26.261' _ 65 >----ELEV=63.43i=\ \1-1---==t=======~========t======-=±==l::;;:;;;jj:====~=~-=--,65 2.cx,-17 R.O.W. 4.17% -2.08% -2.08% 4.17% 6of----+----+---f-f----+----+-----+----+----+----+--------j6o 00 o"a se>------1--~--+-~------,f--+--+--~-="f'~~-----t--f--+--~--+---+---t-~------1se ~~ 70f----+-----+---------i----+-----+-------t----+----t ~!----+--------jJO R.O.W. ft R.O.W. w 11 ~~ OFFSf~v-=-t\~ \ 65f----,-='===r~\t-_-t----+-----:-_ -1-+-_-_-_-=.:=.:=:::.±:===~='11,r 7~---~=====165 4-71~ -2.08% -2.08% 4.17% 2-00'4 60f----+----+---f-----+----+-----+----+----+----+--------j6o ~~ s•>----+--~--+--------+----+---+--="r::l~----t--f--+-----+--~--+-~------jse I Dewberry SEAL SCALE f-NO. REVISIONS 25353FRIENDSHIPRD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL cj ...J ...J :;t ~ ui i5 g, i ~ > ;'i: co co V:1"=5' H:1"=10' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY t-CHECKED BY DATE JANUARY 2021 TlnE TELUGA AVENUE CROSS SECTIONS PROJECTNO. 50125554 X1 SHEET NO.
STA 22+00.00010203040500-10-20-30-40-50STA 22+50.00010203040500-10-20-30-40-50STA 23+00.00010203040500-10-20-30-40-50STA 23+50.00010203040500-10-20-30-40-50STA 24+00.00010203040500-10-20-30-40-50STA 24+50.00010203040500-10-20-30-40-50STA 25+00.00010203040500-10-20-30-40-50STA 25+50.00010203040500-10-20-30-40-50STA 26+00.00010203040500-10-20-30-40-50STA 26+50.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)I 2 I 3 I 4 I 5 ~ • Dewberry I R.O.W. I ~m 65 .!!-ui I (!_ R.O.W. w 11 !t > OFFSET=-27.35' olci 65 E ELEV=60.91 \ ~ R.O.W. ~~ 60 '-._ 2.00% 4.7"'-/ (!_ R.O.W.~ ~ . 4.1711'.. 2.CNJ".4 ~ I ~1:; 25353FRIENDSHIPRD 60 OFFSET 26.69' ~1'" DAPHNE,Al..36526 60 ELEV=58.89 r-. 251.990.9950 '\ '-._ 2.00% 4.17'1, 60 -2.08% -2.08% 4.17% 2.00% 7 55 55 55 55 -00 0 52 ~ua ;.;m 52 52 ~"' m[o 52 en _J -gJ I R.O.W. I gj~ -_J 65 (!_ R.O.W. .!!.~ <( cj I w II ...J ~~ LL r--...J ...J OFFSET=-27.18 65 I ~~ i-: <( ELEV=61.21 \ 65 w UJ 0:: ui D R.O.W. is. 0... Cf) i5 a.. '-2.00% (!_ .!!~ 0 60 4,17'1, / R.O.W. w 11 65 0~ ~ -2.0B% -2.08% 4.17% 2.00% i~ I OFFSET=-28.37' 0:: 60 ELEV=59.BI I a.. a.. <( ~ I\ > 60 IL -s:::::.. a::: co 2.00% co 4.17% -2.08% / 60 <( -2.06% 4.17% 2.00% LL 55 55 55 55 52 00 :g 52 ~ 52 g~ 52 -1 g R.O.W. gj~ SEAL AIIIIIIIIIU,,~ (!_ "" -P,BA41 65 R.O.W. ~'fl i§~·-1\ I t;~ ~ OFFSET 27.17 .; I ~e ELEV=61.57 \ 65 7i~ ~ *r 111.21714 ,* i 65 \ \ PIIIDICIW. J I ~ IR.O.W. ti C 60 "'-. ~ 4.17':4 ~ ~lci (!_ R.o.w.-~i ~c?,~INf.~<t'{fj -2.08'/i -2.08% 4.17% 2.00% 65 ,~ olci (oN·······ts,; -60 %11111~i11~ 60 "' ~ 4.17% 33.3~ -2.08% -2.06% 4.17% 2.00'1, ./ 60 ~ 55 55 55 55 ,.., "' 52 :g 52 52 g~ 52 SCALE V:1"=5' -~ ._ H:1"=10' I R.O.W. I gj~ (!_ I R.O.W. ._!!.f;;l 65 w II ~1:; OFFSET 27.12' \ ~'" ~~ ELEV=61.91 \ 65 65 .!!-1'i ", ~% 4.17':4 -2.08%\ 7 R.O.W.-tl~ --,,. -2.08% 4.17% 2.00% 65 -'-· 33.3 B 60 60 60 -1.09% -1.09% -1.09% -1.09% -2.08% -2.06% 4.17% 2.IJIJ'76 "" 60 -55 55 55 55 NO. DESCRIPTION DATE 52 ..-:,~-~~ ' ' 52 ,.., 52 -m ffl 52 REVISIONS DRAWN BY daa APPROVED BY jne -~ CH ECKED BY ccb 1o DATE JANUARY 2021 I l!l ! ~:a R.O.W. '"" 65 R.O.W. .!!.ui (!_ 1~ I R.O.W. W 11 ~.o.w.-w fi OFFSET=-28.03'_ ~I~ TlnE tt~ 65 ELEV=60.78 L ow TELUGA AVENUE ... ~ ..... CROSS SECTIONS 65 OFFSET--26.97' ELEV=62.22 \. 65 ., " ~ 4.17% 7 -2.08% -2.08% -2.08% 4.17% 2.00% -2.06% -60 -PROJ ECTNO. 50125554 A 60 60 55 55 56 00 ;a 56 I")~ ~ ~m w.n 52 X2 SHEET NO.
STA 27+00.000102030400-10-20-30-40-50-60STA 27+50.000 102030405060700-10-20-30-40-50-60-70FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)I 2 I 3 I 4 I 5 • Dewberry 25353FRIENDSHIPRD DAPHNE,Al..36526 251.990.9950 E en _J ~ _J cj <( ...J ...J ...J LL r--i-: <( w UJ 0:: ui i5 a.. 0.... Cf) 0 0~ ~ I 0:: I a.. a.. <( > IL a::: co co D <( LL SEAL AIIIIIIIIIU,,~ P,BA41 ~ ~\ I*, 111.21714 ,* ~ '\PIIIDICIW.} i ~~-'"'fil ~:11ll~ill~ C SCALE V:1"=5' -I-H:1"=10' 1:: B 11. R.O.W. -~"° R.O.W. "-111~ :~ ,_., 60 ~~ ~ .!!.t8-00 T w II i:>> '-3.99% 6% ~d L 2. % 4.19% -4.16% --0.92% -1.15% -0.65% -0.7 % r: L 55 55 L ~~ L ~ NO. DESCRIPTION DATE ~ REVISIONS DRAWN BY daa jg APPROVED BY jne g R.O.W. I R.O.W. 11. 1--CHECKED BY ccb ~~ I I DATE JANUARY 2021 ' OFFSET=27.32' 60 0 -I/ ELEV=58.17 ., I \ I TlnE 3_900.. 1.83% -0 8\ 78% 0.97% TELUGA AVENUE 55 55 CROSS SECTIONS .,, --o""':-~~ 52 ~"' 52 A PROJECTNO. 50125554 X3 SHEET NO.
STA 10+50.00010203040500-10-20-30-40-50STA 11+00.00010203040500-10-20-30-40-50STA 11+50.00010203040500-10-20-30-40-50STA 12+00.00010203040500-10-20-30-40-50STA 12+50.00010203040500-10-20-30-40-50STA 13+00.00010203040500-10-20-30-40-50STA 13+50.00010203040500-10-20-30-40-50STA 14+00.00010203040500-10-20-30-40-50STA 14+50.00010203040500-10-20-30-40-50STA 15+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)E D C -B A I 2 I R.O.W. i R.O.W~ ~-------~---+-~~---~------.-------,-----,---j-~~~----,----~ I ~~ = OFFSET=-26.64'_ lt~f------+-------l60 60.._ __ _, ELEV=58.24=1--\+--+----+-----+-----+-----+-----t-_o1~ •••• , -~~""' 4.17% 2.00% -----+---= ,,L-----1-------l-----L---+----+------l----+----+-----t---7ss R.O.W.~ ~-----,------1 i~ R.O.W. so~ OFFSEJ~v~~8~{~-=1,-\---t---+----j----+----+----f----t-; ~----+-------J_60 200% J = -4.17% 55L---+------l----LL---+------l--------l----+----+-----t----====i,, ~ ~q 52t:....----L-----4-------++----+----"':;;l":;;'---+---+----+-----+-----+------i-,, ~----,-----,---R.O~.W_._~----,----'i. R.O.W. 1;J I ~~ ' ~~ OFFSET=-26.61, ---.=+----lf----+-----+-----+----f------+-----t-~ £:----+-------, 60 60'-----l-ELEV=57.77 \ ~~IG1 ••••• ••••. -2.08% 4.17% 2.00o/o ~, -------1----=J-,,L----L-----4-------+----+----+-----+----l----+----+------,ss ~ 521=------1-------l-------+----+----"'~l":li'---+---+-~--+----+----+---+---,-52 R.O.W. Ii. R.O.W. oks:~v:~~~'-l-l.---l-----+----f------+------1---------1--1--=JrsET=26.21'--'------' = 60 ,o~ \ rELEV=57.46 -.......... 2.00% 4.17% -2.08% -2.08% •• _., 2.00% 55L-----1-------l-----L---+----+------l----+----+-----t---7ss "' -~~ -,,i:=...----1-----+----+-----l----+---":;;l":;;,__ __ ---l----+-----+------+-~---, 52 R.O.W. Ii. R.O.W. OFFSt~;:i~·.ih 60f-----+-----+--a\~+---+--T , r OFFSET=27.26' ---' \,.__-l---l----.----f----+--H/_m_v=_5_B_.B_6+-----__,60 \ I I ..........__ 2.00% 4.17% -2.118% \ -2.08% 4.17% 2.00% / -,,L----L-----4-------l+----+----+-----+----+-----+-----+-----jss "' --;~---s,t:....----L----+---+--e-----+---+---"'i"'---+----l-->----+-----+------+------,52 ~-------'"r:: N ~~ ~~ 65 '----+----~ ~~;.....,R~.o-.w-. -+-----1-----+'i.----f------+----aR".o'".w". ~ ,r:----f--------105 ~~ ~I~ ~ ooF====l=====f;;;;;;;;=t===j====cJ=====j=====l====r-+,~~----+----joo -~ 2.00% 4.17% -2.00% -2.D8% 4.17'.4 2.00% 7 55e------1-----+------t+----+----+-----+----+----+-----t-----j55 0 N,,, s,t:....----L-----4-------++----+----"',il"ill'---+---+----+-----+-----+------i-., 3 I 4 I R.O.W. It R.O.W. ~~ ~-----,~-F_S_IT_=---25-.8~69-•\-+----.-------,----t-------,----,----j---,~fl------,---~ ~~ ELEV=59. 79 . ... b cc ~1 -2.08"4 -2.08% 60 55+-----1------+------l----+----+-----+----t-----+----+------,55 60 R.O.W.1~ ~----,------,-1-+-------,----t-------,-----,----+-~~-----,-----ITT~~v-=-~i::i~, ~lci R.O.W. 2.00% 4.17% 2.00% I .<3~ 60 .. L---+-----t----f------+----+------t----t-----t------t--------j" R.O.W. ~ R.O.W. ss+-----l------+------t----+----+-----+----t-----t------t---7ss ;~ s,l=-----1-----+------t+----+-----"l"'---+---+----+----+----+-----,52 R.O.W. ~ R.O.W. ~~---~---~ ~---~i-----,--+------~----f-------,--------,---t-11 ,.._ 0~~~-=-i~.~, ffi l oo+----+--===="'l---',-\+-__ ,,---+--1=---..J.----f------+---4.1-,.-t--,-_m--+-b""w.._ __ ___, ___ ---<60 -~ -1.08% 2.08% ~o/, ,,+-----l------+------t----+----+-----+----t-----t-----+----15' .. oom s,l=-----1------+------t----+-----"~l"'"''------+-~~-+----+-----+-----,52 5 I Dewberry SEAL SCALE 1--NO. REVISIONS 25353FRIENDSHIPRD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J LLr----' :;t W UJ ~ ui o... en c g, o~i~ I a..> ;'i: a::: <( LL co co V:1"=5' H:1"=10' DESCRIPTION DATE daa jne ccb DRAWN BY APPROVED BY 1--CHECKED BY DATE JANUARY 2021 GRAND RAPIDS CROSS SECTIONS PROJECTNO. 50125554 X4 SHEET NO.
STA 15+50.00010203040500-10-20-30-40-50STA 16+00.00010203040500-10-20-30-40-50STA 16+50.00010203040500-10-20-30-40-50STA 17+00.00010203040500-10-20-30-40-50STA 17+50.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)I 2 I 3 I 4 I 5 • Dewberry 25353FRIENDSHIPRD DAPHNE,Al..36526 251.990.9950 E R.O.W. 'i. R.O.W~~ .!!.~ OFFSJ~;:ii·.~~ \ ~~ Olla 60 00 """" 4.17% 2.00% I en -,, .. -_J D ~ _J cj " <( ...J ...J " LL r--...J <( 0 i-: ~; w UJ 0:: ui 52 i5 a.. 52 0.... Cf) 0 0~ ~ I 0:: I a.. a.. <( R.O.W~ > IL R.O.W. 'i. a::: co ~~ co .!!.~ <( ~:lJ. OFFSET•-25.757'\ ~".I -LL EIIV•59.57 olw 60 00 ·""'" -2.08% 4.17% ,I ---55 55 :g 52 mm 52 SEAL AIIIIIIIIIU,,~ P,BA41 ~ .. ~\ ., *· 111.21714 ·*;. R.O.W. 'i. R.O.W,"...t-i \ PIIIDICIW. } i ;~ ~~-'"'fil .!!.ffiJ OFFSET•-26.32' I\ ~I~ ~:11ll~ill~ ELEV•59.90 """" ... 60 00 '"" ~~ ----~--~ C " " ... m~ 52 ~m 52 SCALE V:1"=5' -,-H:1"=10' R.O.W. ! R.O.W. 65 65 I OFFSET•-26.055'\ \ r OFFSET•27.73' ELEV•59.96 r EI.IV•59.03 """" ..... 60 60 ,I -----r------= B 55 55 --~ il'l_ 51 11rn~ 51 NO. DESCRIPTION DATE REVISIONS DRAWN BY daa APPROVED BY jne ,-CHECKED BY ccb ! -R.O.W. R.O.W. DATE JANUARY 2021 65 65 OFFSET•-25.SJi,\ TlnE rlOFFSET•27.02' ELEV•59.86 ELEV•59.33 GRAND RAPIDS 60 60 CROSS SECTIONS ~ -A 55 55 m~ 52 ~m 52 PROJECTNO. 50125554 XS SHEET NO.
STA 10+50.00010203040500-10-20-30-40-50STA 11+00.00010203040500-10-20-30-40-50STA 11+50.00010203040500-10-20-30-40-50STA 12+00.00010203040500-10-20-30-40-50STA 12+50.00010203040500-10-20-30-40-50STA 13+00.00010203040500-10-20-30-40-50STA 13+50.00010203040500-10-20-30-40-50STA 14+00.00010203040500-10-20-30-40-50STA 14+50.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.)I 2 I 3 I 4 I 5 • Dewberry 25353FRIENDSHIPRD DAPHNE,Al..36526 251.990.9950 E f-! f-R.O.W. R.O.W. 65 OFFSET=-26.J(,\ I 65 en f-f-lOFFSET=25.82' _J f-ELEV=60.27 ELEV=60.15 f-_J cj f-, ... . ... ,.= <( ...J ...J ...J 60 60 LL r--<( f-i-: f-w UJ 0:: ui Cf) i5 a. f-0.... 0 f-<( ~ I 55 55 0 :r: a. 0:: f-~ I a.. > <( N"! IL 52 r g~ 52 a::: co co <( LL D f-R.O.W. ~ R.O.W. f-65 1oFFSET=-26.7911·\ /1brrSET=26.oa· 65 r R.O.W. 'i. R.O.W. f-ELEV=61.11 ELEV=60.88 SEAL AIIIIIIIIIU,,~ f-f-I ,..}FSET=25.54' -P,BA41 •= f--f-~\ -2.08% -2.0Bo/o 60 60 60 OFFSET=-27.48' / ELEV=58.37 ., f-f-ELEV=57.72 I\ 2.00% ·-2.00"--I*, 111.21714 ,* ~ 4.17% ..... .... '\PIIIDICIW.} i f-f--r r -~'!JJ-1"1fil r r -55 55 55 55 ~/f//i11111~i11~ f-m f-_CC! -o<'j 52 f-ici~ 52 52 f-~HO 52 C R.O.W. 'i. R.O.W. r R.O.W. I 'i. R.O.W. r I I I -f-f-~OFFSET=25.61' -65 65 60 OFFSET=-26.94' ., SCALE f-OFFSET=-26.66f'\ \ r olrsET=25.51' f-ELEV=58.15 \ WJ% 4.17% ..... ,._ 2.00% / ELEV=58.67 2Jl/lS... f-ELEV=61.95 I I _/ELEV=61.57 -2.00, f--V:1"=5' ,. -2.oo-,,, .,.oo f-f--f-H:1"=10' 60 I I 60 55 55 r ~ r ., --f---oo --c-f-~" -58 ~ ~ 58 52 ~H8 52 R.O.W. 'i. R.O.W. R.O.W. 'i. R.O.W. f-OFFSET=-26.J f-OFFSET =-26.2i',•, rj6FFSET=25.64' -f-f--65 65 60 ELEV=58.78 ELEV=59.06 ., r ELEV=62.86 \ /jOFFSET=25.73' r \ 2.00% 4.17% --"= 2.00% / -·· ELEV=62.52 '·"' r -f--2.06% -~ f--NO. DESCRIPTION DATE B f-f--60 60 55 55 REVISIONS f-"' f-N -@~ ~"' DRAWN BY daa f-f-~~ -58 58 52 52 APPROVED BY jne t-CHECKED BY ccb R.O.W. R.O.W. DATE JANUARY 2021 'i. R.O.W. 'i. R.O.W. TlnE f-OFfsET=-27.70'_ I f-OFFSET =-25.631' \ / OFFSET =25. 76' -TORRENT ROAD f-/OiFFSET=26.30' f-ELEV=59.49 ELEV=59.62 -ELEV=64.06 ELEV=63.60 CROSS SECTIONS 65 ' j 65 60 ., ..._ 2.00% 4.17% f--f--2.08% 2.08% f--f-f--A r r -60 60 55 55 f-0 f-.... -PROJECTNO. 50125554 00"' ~--c 58 f-:2~ 58 52 f-~~ -52 X6 SHEET NO.
402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD1000200FEETFFE 65.61FFE 61.011.CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5.CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). E D C B A 2 3 4 5 .~. LOT GRADING NOTES: ~f:o f:o -( • ~~ ~ LOT GRADING SHEET KEY r--------------------------------------------------------------------------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I PRELIMINARY-NOT FOR CONSTRUCTIOtil IDewbany· SEAL SCALE NO. REVISIONS 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J <( LL r--W UJ 0.... Cf) 0~ I a.. a::: <( LL cj ...J ...J --'_ <( ~ ui i5 g, ~ I a.. g;; > ~ co co SCALE: 1" = 100' DESCRIPTION DATE JLC JNE CCB DRAWN BY APPROVED BY CHECKED BY DATE JANUARY 2021 TlnE LOT GRADING PLAN PROJECTNO. 50125554 LG1
TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADFFE 71.00FFE 69.77FFE 68.75FFE 67.87FFE 67.30FFE 66.74FFE 66.18FFE 65.61FFE 65.12FFE 64.84FFE 64.98FFE 61.57FFE 62.02FFE 62.47FFE 62.92FFE 63.59FFE 64.04FFE 64.49FFE 64.74FFE 65.93FFE 66.66FFE 61.01FFE 61.28FFE 60.59FFE 59.98FFE 59.47FFE 59.12FFE 60.66FFE 61.04FFE 61.23FFE 61.24FFE 61.28FFE 61.37FFE 60.32FFE 60.61FFE 60.78FFE 60.82FFE 60.82FFE 60.52FFE 59 97FFE 62.85FFE 72.88402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADFFE 62.40FFE 61.57FFE 61.23500100FEETMATCHLINE - SEE SHEET LG31. CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5. CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). E D C I I I I I I I I I I I I B I I I I I I I I I I I I A I I I I I I I I I I I IS I SHEET LG3 I L I ------------------~ \ \ LOT GRADING SHEET KEY I / / ,/CZ] . I / ,./ / . I 2 3 4 5 LOT GRADING NOTES: w w w w w w w w w w w w w w w w w w w w w w PRELIMINARY-NOT FOR CONSTRUCTION IDewbany· SEAL SCALE 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J LL r--...J i-: w UJ 0:: 0... Cf) i5 0~ ~ I a.. a.. > a::: co co <( LL ...J <( ui a.. 0 I 0:: <( IL 111111111////.,,,,. P, BA A.7% ~~.., .. , 11*/ :__:-\*-' l~l I ~~'f:!tg1Nf.<~kl ~-(c>N··· .. ··ts,;~ %11111~i11~ ·-·-SCALE: 1" = 50' NO. DESCRIPTION REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE JLC JNE CCB DATE JANUARY 2021 TlnE LOT GRADING PLAN PROJECTNO. 50125554 LG2 SHEET NO.
FFE 64.98FFE 64.47FFE 63.80FFE 62.67FFE 61.10FFE 60.46FFE 58.25FFE 59.17FFE 59.62FFE 59.96FFE 58.54FFE 61.12FFE 59.97FFE 59.41FFE 58.84FFE 58.39414415416417418419420421422423441427426425424500 100FEETMATCHLINE - SEE SHEET LG21. CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5. CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). t E s LOT GRADING SHEET KEY D I \ C B A 2 3 I I I w w '¥ w w w '¥ '¥ / □HPL I I r= T I I I /'-V I I I I I ti I I '-V I /'-V Ii '-V I /'-V I I '-V w '-V '-V w w w w '-V w w w w w w '-V w w w w w w w w w w w w '-V w w '-V ---□HPL w '-V 4 '-V '-V '-V '-V w '-V '-V w '-V '-V '-V '-V w '-V '-V w '-V w w '-V w w '-V '¥ w w '-V w w w w w w '-V w w w w w w w w '-V w w w w w w w w w w '-V w w '-V w w '¥ w w w '¥ w w w w w '-V w w w w w w w w w w w w w w w w w w '-V w w w '-V w w '-V w w '-V '¥ □HPL □HPL w w w w w 5 LOT GRADING NOTES: w w w w '-V w '-V '-V w '-V '-V '-V '-V '-V '-V w '-V w '-V '-V '-V '-V '-V w w '-V w '-V w w w w w w '¥ '¥ w w w w '-V w '-V w w '¥ w w w w w w w '-V w w w '-V w '-V '-V w '¥ '¥ w w w w '-V w w w w '-V w '-V w w w w '-V w w w w w w w w '-V w w w w w w w w w w w w w w w w w w w w '¥ w w w '-V w w '-V w w w w □HPL w w I -------J PRELIMINARY-NOT FOR CONSTRUCTION IDewbany· SEAL SCALE • NO. REVISIONS DRAWN BY 25353 FRIENDSHIP ROAD DAPHNE,Al..36526 251.990.9950 en _J _J cj <( ...J ...J LL r--i-: w UJ 0:: i5 0.... Cf) 0~ ~ I a.. a.. > a::: co co <( LL ...J <( ui a.. 0 I 0:: <( IL -• -SCALE: 1" = 50' DESCRIPTION DATE JLC APPROVED BY JNE CHECKED BY CCB DATE JANUARY 2021 TlnE LOT GRADING PLAN PROJECTNO. 50125554 LG3 SHEET NO.
155156LANGFORD ROADTO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938152151WW
PHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 5- 68 LOTSPHASE 4- 38 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADA
STORAGE$$
MEN'SRESTROOM$$ADA
STORAGE
Open 00150'300'N O R T HOVERALL SITE REFERENCE PLAN11LH202WOOD FENCE W/TOP RAILELEVATION2NOTE· ALL Wooo SH TREATED NO ~L~J3E PRESSURE YELLOW PINE UTHERN ADJUSTED ro' s~1ilGPH;OJ~~;. BE 0 1/2" -1·-0· Scale: 1 "-150, 0 I "' LP100 FOR EO 1LO LANGFQR_O 1. CONT. CHAMFER AROUND TOP OF POSTS -rx6" TOP RAIL, TYP. r~:" SUPPORT RAILS, 1 "x4" TRIM BOARD, TYP. 1 "x6" FENCE BOARDS TYP., NAILS-WIDTH ' ~61~~; BETWEEN 6"x6" POST TYP ~~~~Zs. SPACE •• aN a· ~~~" BOTTOM RAIL, FINISH GRADE .-11 , .:, w 3000 PSI CONCRETE \ FOOTING -, -, \~ UNDISTURBED SUBGRADE µ 323129.23-02 londscapeorchitect lif ~....,...!!Jj_ ~::.~::~;• "" l ll-~ Foley, Alabama .&.."' ":.,i, ~ ~-~51.948.7181 D ES I G ~ p_obi;;_fJ~~kn;~ N toc~0son, Mississippi land • 1.1eo.01s1 scape architects www.wos-design.com ~@LJ lil@OO~ THESE PL.A 0 APPROVED NiN~Az:E NOT BEEN TO CHANGE. SUBJECT .e ti 0 C Q) E ~ :> .8 ~:> ~ CD U) (I) E -a. a.-0 .Q C -E I LL~ Cl Q) ~ a. ~ 0 'O .c C -.9 --ct: O LL ~ Date R,.,;slons / Submissions -oa.25.20 -;c;;;;rIY;~;s::::ue-'=wm_.::AL~~--09.15.20 -;C;::rIY~R="E-""su""aM~ITTAI. __ _ -10.29.20 ~c§rIYqR~=---E-~su=\a"""!!MITT~Al.t=====--01.14.21 CrIY RE-SUBMITTAL -02.18.21 -;P;:HAS'::::=~--~ E 6 & 7 CrIY SUBMITTAL HARDSCAPE REFERENCE PLAN Sheet No. LH100
Op
e
n
32-1132-1032-0132 EXTERIOR IMPROVEMENTSSYMBOLDESCRIPTIONQTYPIP Pedestrian Concrete500 sfCrosstie Timber Edging122 lfPlayground Surface, 6" Deep Dark Hardwood Mulch 1,147 sf32-0132-1032-11REFERENCE NOTES SCHEDULE PHASE 7 AMENITY AREA0010'20'N O R T HPHASE 7 AMENITY ENLARGEMENT PLAN1PLAYGROUND VIGNETTE - SYNERGY SY-29682I / / I I /. I I I Scale: 1 n-1 O' I I I I I I I I / / / I I I I I I / I / / ; I / / / / / / / / / / / PLAYGROUND BY BURKE, MODEL, SYNERGY SY-2968, RE, 2/LH202 SHADE STRUCTURE, RE, 1/LH502 440 / ...---• CJ l::::J CJ londscopeorchitecture land planning r~T~ plocemokini;i "'-= Foley.Alabama ,!l--. ti-..~~;.~'. 9Ai~,:~: D ES I G N ~;,~;:t~,~~;;pp; P. 601.790.0781 landscape architects www.wos-design.com ~@LJ lii'@OO ~ THESE PLANS HAVE NOT BEEN APPROVED AND ARE SUBJECT TO CHANGE. ..,, ___ -----.------No. Date Revisions / Submissions _ 08.25.20 -=CIIYc..ccSU=BM=ITT~A~L ____ _ 09.15.20 CIIY RE-SUBMITTAL ---_ 10.29.20 CIIY RE-SUBMITTAL _ 01.14.21 CIIY RE-SUBMITTAL _ 02.18.21 PHASE 6 & 7 CIIY SUBMITTAL ------------vrw ,...,, LCW Checked 203163-09 Project No. 08.25.20 Date Sheet Title PHASE 7 AMENITY ENLARGEMENT PLAN Sheet No. LH202
PAVILLION124356789101118910GENERAL NOTES11234567891011CONTROL JOINTPEDESTRIAN CONCRETE PAVINGTYP. CONC. PAVING SECTIONEXPANSION/CONSTRUCTION JOINTCONCRETE AT WALL/BLDG.2CROSSTIE TIMBER EDGING DETAIL34" THICK CONCRETE PAVING, RE: 1/4" SAWCUT CONTROL JOINT, DEPTH EQUAL TO 1/4 SLAB, LOCATE PER PLAN OR @ 5' HDSC PLAN FOR FINISH, RE: SPECS FOR REINFORCEMENT. O.C. FOR SIDEWALKS )_, _________ ___. 1 1/2" -1 '-0" _,_ ____________ 25' --------------,r _,,___..~--10' -------¥-----10' -------,1' B. PAVILION ELEVATION 1/4" 1'-0" JL-------------25' --------------,1' I I I I I 2'-6" I ·: I : : I I I ---------/ __________________ J I L _______________ ~ A. PAVILION PLAN 1/2~ FELT EXPANSION JOINT W/ BACKER ROD AND WATERPROOF SEALANT, FULL DEPTH LEGEND 0 METAL ROOF, PBR PANEL, COLOR: GALVALUME Osxs" POST 0 6"X6" @ POST 01"X4" TRIM 0 2"X6" RAFTERS 0 FINISHED GRADE 0 2"X4" FACIA 0 6"X6" FRAMING 0 6"X6" BRACKETS Os"xs" BEAM 0 PEDESTRIAN CONCRETE C. PAVILION ELEVATION FRONT 29 GUAGE, EX. BLDG OR WALL FACE; SEE PLANS FOR LOCATIONS. 1/r FELT EXPANSION JOINT W/ BACKER ROD AND WATERPROOF SEALANT, FULL DEPTH TYP. CONC. PAVING SECTION 321313.13-11 01·-1·-o· 1. ALL LUMBER SHALL BE (12 KO SOUTHERN PINE. 2. ALL LUMBER IN CONTACT WITH CONCRETE/MASONRY OR EXPOSED TO EXTERIOR ENVIRONMENT SHALL BE PRESSURE TREATED. 3. ALL LUMBER TO BE STAINED WITH MINWAX WOOD FINISH, COLOR: MOCHA. 4. ALL EXPOSED HARDWARE TO BE CORROSION RESISTANT &: PAINTED BLACK. .NQIE: STRUCTURAL ENGINEERING FOR SHADE STRUCTURE ARE NEITHER EXPRESSED NOR IMPLIED ON THIS DRAWING. DETAIL-FIUE 9"X7"CROSSTIE CURB 321313.13-11 landscape architecture land planning r~T~ placemokini;i "'-= Foley.Alabama ,!l--. ti-..~~;.~'. 9Ai~,:~: D ES I G N ~;,~;:t~,~~;;pp; P. 601.790.0781 landscape architects www.was-design.com ~@LJ lil@OO~ THESE PLANS HAVE NOT BEEN APPROVED AND ARE SUBJECT TO CHANGE. Re,I ____ -----------No. Date Revisions / Submissions _ 08.25.20 _CrIY_S_UB_M_ITT_A_L _____ _ _ 09.15.20 CrIY RE-SUBMITTAL _ 10.29.20 CrIY RE-SUBMITTAL _ 01.14.21 CrIY RE-SUBMITTAL _ 02.18.21 PHASE 6 & 7 CrIY SUBMITTAL ---------------vrw ,...,, LCW Checked 203163-09 Project.No. 08.25.20 -Sheet Title ShNt No. HARDSCAPE DETAILS LH502
TO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938EX 36" CPPEX N INV:47.58EX S INV:48.53TO BE REMOVEDTORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADPHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADASTORAGE$$MEN'SRESTROOM$$ADASTORAGEOpen 6440135C1
119C1
139C2139C1159C2159C1 115C1115C2111C1
TO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938EX 36" CPPEX N INV:47.58EX S INV:48.53TO BE REMOVEDTORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADPHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADASTORAGE$$MEN'SRESTROOM$$ADASTORAGEOpen 6440135C1
119C1
139C2139C1159C2159C1 115C1115C2111C1 00100'200'N O R T HLANDSCAPE PLANTING PLAN1GENERAL NOTESLANGFORD ROAD LANDSCAPE BUFFER PROFILE2ROAD PROPERTY BOUNDARY CENTERLINEl ) (, ',, __ _ ' ', ,,,, PROPERTY BOUNDARY PROPOSED LOT LINE~ PROPOSED 6' HIGH FENCE PROPOSED EVERGREEN , HEDGE J ! C 20'-3" =ii~~~: 1 i~~~~: L 18'-10" l 25' LANDSCAPE BUFFER J LANE LANE 0 Scale, Scale: 1 "= 100' TREE PLACEMENT NOJES· 1.} ALL lREES SHALL BE 15 GAL AND/OR 1S-2.5" DIA AT THE TIME OF PLANTING. 2.) lREES SHALL BE PLANTED EVERY 25' FROM INTERSECTIONS. A lREE SHALL BE PLANTED ONE PER LOT OR AT LEAST EVERY 50 FEET, BUT NO CLOSER THAN 10'. DEVELOPER RESERVES THE RIGHT TO UTILIZE EXISTING TREES TO MEET THIS REQUIREMENT. 3.) lREE SPECIES AND TREE PLACEMENT SHALL BE APPROVED BY THE □TY HORTICULTURIST. 4.} ALL lREES SHALL BE PRUNED SO THAT NOT FOLIAGE, LIMBS OR OTHER OBSTRUCTIONS EXISTING BETWEEN 2.5 ANO 10 FEET FROM ADJACENT STREET GRADE. 5.) IN AREAS WHERE PLANTING SlRIPS ARE OPTIONAL AND NOT PRO'v1DED, SIDEWALKS TEN FEET OR GREATER SHALL PROVIDE 4'X4' TREE WELLS ALONG THE CURB SO THE TREES MAY BE PLANTED IN CONFORMANCE WITH THESE REQUIREMENTS. 6.) PER TREE ORDINANCE, SMALL TREES WILL BE PLANTED IN BETWEEN WALK AND CURB AREAS LESS THAN 5 FEET. MEDIUM TREES CAN BE PLANTED BElWEEN 5-7 FEET AND LARGE GROWING TREES CAN BE PLANTED IF AREA BElWEEN WALK AND CURB IS 7 FEET OR MORE {SEE ORDINANCE FOR UST). 7.) DEVELOPER SHALL BE RESPONSIBLE FOR WATERING TREES PRIOR TO SUBDl'v1SION ACCEPTANCE AND DURING 2-YEAR MAINTENANCE PERIOD. JREF PROJEC]ON NQJES· 1.) lREES IN EXCESS OF 20" IN DIAMETER ARE CONSIDERED PROTECTED AND SHALL RECEIVE THE TREE PROTECTION AS DETAILED ON THIS SHEET. NO DIGGING TRENCHING OR OTHER SOIL DISTURBANCE SHALL BE ALLOWED IN THE FENCED AREA. 2.) lREES SHALL NOT BE REMOVED PRIOR TO ISSUANCE OF PERMIT TO DO SO. THE CITY OF FAIRHOPE UTILIZED THE FOLLOWING RESTITUTION REQUIREMENTS FOR TREES THAT ARE REMOVED WITHOUT A PERMIT. 3.) ANY PERSON WISHING TO REMOVE OR RELOCATE A SIGNIFICANT TREE SHALL MAKE A 'ltRITTEN APPLICATION WITH THE CITY HOR Tl CUL TURI ST. THE APPLICATION SHALL INCLUDE A LANDSCAPE PLAN. THE CITY HORTICULTURIST MUST APPROVE OR DENY THE PERMIT WITHIN 14 WORKING DAYS AFTER RECEIPT OF APPLICATION. !//////// ,I /461 / / / / / / / / / / -·. ·-·--·-·;·-·-,' ·-/-·-: ·-·+·-· ,'-·-·.,·-·-,' ·-·:. londscopeorchitecture londplonning r~T~placemaking ,= Foley.Alabama r!t-.. ii ~i.~'.9Ai~,:~: D ES I G N ~;,~;~t~,~~;,,,, P. 601. 790.0781 landscape architects www.was-design.com Ro,I ____ -----------No. Date Revisions / Submissions _ 0B.25.20 _CrIY_S_UB_M_ITI_AL _____ _ 09.15.20 CrIY RE-SUBMITTAL ----_ 10.29.20 CrIY RE-SUBMITTAL _ 01.14.21 CrIY RE-SUBMITTAL _ 02.1B.21 PHASE 6 & 7 CrIY SUBMITTAL ---------------YTW ,,..,, LCW Checked 203163-099 Project No. 08.25.20 Sheel:Tltle LANDSCAPE PLANTING PLAN Sheet No. LP100
TREESCODEQTYBOTANICAL NAMECOMMON NAMECONTCALHTREMARKSLN2 53 Lagerstroemia indica `Natchez` `Natchez` Crape Myrtle 30 gal 2"Cal 12`Standard, full headCP 27 Pistacia chinensisChinese Pistache 30 gal 2"Cal 10`QN 92 Quercus nuttalliiNuttall Oak30 gal 2"Cal 10`Full head, specimen qualityQV 96 Quercus virginianaSouthern Live Oak 30 gal 2"Cal 10`Full head, specimen qualitySHRUBSCODEQTYBOTANICAL NAMECOMMON NAMECONTHTWSPACINGREMARKSSB 47 Viburnum odoratissimum Sweet Viburnum 3 gal72" o.c.PLANT SCHEDULESHRUB PLANTING3MULTI-TRUNK TREE STAKING••2PLANTING ATSHRUB AREAS.STAKING DETAILPLANTING ATTURF AREAS.PLANT PIT DETAILTREE PLANTING - GUY STRAP6AABBTYPICAL PLANT SPACING4GENERAL PLANTING NOTES••••••••••••••••••••1GROUNDCOVER PLANTING5Qy 0 0 0 0 FORM 3" CONTINUOUS SAUCER AROUND PLANTING PIT 2 X ROOTBALL SET ROOTBALL CROWN 1 " HIGHER THAN SURROUNDING FINISHED GRADE. SLOPE FINISHED GRADE AT BACKFILL AWAY FROM ROOTBALL. MULCH TO DEPTH AT WATER WELL. j FINISHED GRADE. ;I;11-1 PLANTING TABLETS, AGRIFORM OR EQUAL, PER MANUF. RECOMMENDATIONS. BACKFILL WITH A MIXTURE OF PLANTING PIT SPOIL AND PREPARED PLANTING -SOIL, PER SPECS, FROM ADJACENT PLANTING AREA UNDISTURBED SUBGRADE O>-1----1-•--Vf'---------------D-ET_AJ_L_--FI-LE-"'-cuRB SHRUBS AND GROUNDCOVERS ADJACENT TO STRAIGHT EDGES SHALL BE TRIANGULAR -SPACED IN ROWS PARALLED TO THE STRAIGHT EDGE. SHRUBS AND GROUNDCOVERS ADJACENT TO CURVED EDGES SHALL BE PLANTED IN ROWS PARALLEL TO THE CURVED EDGES. CURVED EDGES TO BE VERY SMOOTH RADII. GENERAi CONDITIONS CONTRACTOR SHALL BE RESPONSIBLE FOR THE SITE INSPECTION PRIOR TO LANDSCAPE CONSTRUCTION AND INSTALLATION IN ORDER TO ACQUAINT HIMSELF WITH EXISTING CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UNDERGROUND UTILITIES BEFORE BEGINNING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF LANDSCAPE MATERIAL AT ALL TIMES. LANDSCAPE CONTRACTOR TO COORDINATE SAFE STAGING AREA WITH GENERAL CONTRACTOR AND/DR OWNER. CONTRACTOR SHALL GUARANTEE ALL PLANT MATERIAL, INCLUDING GRASS, FOR 365 CONSECUTIVE CALENDAR DAYS FROM SUBSTANTIAL COMPLETION OF THE WORK, AS DETERMINED BY THE PROJECT LANDSCAPE ARCHITECT. ALL AREAS IMPACTED NEGATIVELY BY CONSTRUCTION PROCESSES SHALL BE RETURNED TO ORIGINAL CONDITION OR BETTER PRIOR TO SUBSTANTIAL COMPLETION. I ANDSCAPE AREA SOIi PREPARATION SOIL SHALL BE AMENDED BY THE ADDITION OF COMPOST AND FERTILIZER. COMPOST TYPE SHALL BE MUSHROOM COMPOST OR DECOMPOSED PINE BARK, AND SHALL BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO PURCHASE. COMPOST SHALL BE UNIFORMLY APPLIED OVER PLANTING BEDS AT AN AVERAGE DEPTH OF 2 INCHES AND OVER SOD AREAS AT AN AVERAGE DEPTH OF 3/4 INCH. INCORPORATE COMPOST UNIFORMLY IN PLANllNG BEDS TO A DEPTH OF 6 INCHES AND IN SOD AREAS TO A DEPTH OF 3 INCHES USING A ROTARY -nLLER OR OTHER APPROPRIATE EQUIPMENT. PRE-PLANT FERTILIZER AND PH ADJUSTING AGENTS (E.G., LIME AND SULFUR) MAY BE APPLIED IN CONJJNCllON WITH COMPOST INCORPORATION, AS NECESSARY. RAKE SOIL SURFACE SMOOTH PRIOR TO PLANTING. RB40VE STONES LARGER THAN 1 INCH IN ANY DIMENSION AND STICKS, ROOTS, RUBBISH, AND OTHER EXTRANEOUS MATTER AND LEGALLY DISPOSE OF THEM OFF OWNER'S PROPERTY. WATER THOROUGHLY AFTER PLANTING. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING 3% POSITIVE DRAINAGE IN ALL PLANTING BEDS. ANY OTHER PROPOSED DRAINAGE METHODS SHALL BE COORDINATED WITH PLANTING EFFORTS TO MINIMIZE CONFLICTS AND MANTAJN PROPER FUNCTION OF DRAINAGE SYSTEMS. 01--1· N.QIE;_ STAKE TO FIRST BRANCHES AS NECESSARY FOR FIRM SUPPORT WIRE SHALL NOT TOUCH OR RUB ADJACENT TRUNKS OR BRANCHES 2 STRANO 12 GAUGE GALV. WIRE TWISTED AND ENCASED IN RUBBER HOSE 6-9" FROM TOP OF STAKE. 2 WIRE SUPPORTS SHALL BE USED ON MAIN STRUCTURAL TRUNK. ----2" x 2" HARDWOOD STAKES DRIVEN FIRMLY A MINIMUM OF 1 8" INTO THE SUBGRADE PRIOR TO BACKFILLING. T~~~~~~:;fq"~ic=;:;;-::--::--3" MULCH 2X BALL DIA. 0 1/2" -1·-0· FORM SAUCER WITH 3" CONTINUOUS RIM ----SPECIFIED PLANTING MIX. WATER AND TAMP TO REMOVE AIR POCKETS. 329343-01 Pl ANT MATERIAi AND Pl ANTING PLANT QUANTITIES ARE OFFERED AS A CONVENIENCE TO THE CONTRACTOR, AND ARE NOT ABSOLUTE. CONTRACTOR SHALL VERIFY PLANT COUNT FROM PLAN AND REPORT DIFFERENCES. ALL PLANT MATERIALS ARE SUBJECT TO APPROVAL OR REFUSAL BY THE OWNER OR LANDSCAPE ARCHITECT AT THE JOB SITE. PLANTS SHALL BE WELL FORMED, VIGOROUS, GROWING SPECIMENS WITH GROWTH TYPICAL OF VARIETIES SPECIFIED AND SHALL BE FREE FROM INJURY, INSECTS AND DISEASES. PLANTS SHALL EQUAL OR SURPASS QUALITY AS DEFINED IN THE CURRENT ISSUE OF "AMERICAN STANDARDS FOR NURSERY STOCK" AS PUBLISHED BY THE AMERICAN NURSERYMEN, INC. UNLESS NOTED SPECIFICALLY, ALL PLANT MATERIAL SHALL BE BALLED AND BURLAPPED OR CONTAINER GROWN. FRONT ROW OF SHRUBS SHALL BE PLANTED FROM CENTER OF PLANT A MINIMUM OF 24ft BEHIND BED LINE C LAWNS OR WALKS AND A MINIMUM OF 36" BACK OF CURB @ PARKING SPACES. NO PRUNING SHOULD BE PERFORMED DURING FIRST GROWING SEASON EXCEPT FOR REMOVING DAMAGED OF DEAD GROWTH. WOUND PAINT IS NOT RECOMMENDED FOR ANY CUTS. ALL PLANTING AREAS, TREE PITS, AND OTHER AREAS INDICATED ON PLANS SHALL BE MULCHED WITH A SETTLED LAYER OF THE INDICATED MULCH: □ 3" DEPTH PINE BARK □ 4 N DEPTH SHREDDED HARDWOOD MULCH ~ 3M DEPTH LONGLEAF PINESTRAW, SETTLED TRENCH EDGE TO BE LOCATED BETWEEN ALL PLANTING AREAS AND LAWN, UNLESS NOTED OTHERWISE. TREE STAKING SHALL BE PROVIDED TO KEEP TREES PLUMB AND PROTECTED FROM EXCESSIVE WINDS. ALL TREE-STAKING APPARATUS SHALL BE REMOVED AT THE END OF THE ONE-YEAR WARRANTY PERIOD. ONE YEAR OF LANDSCAPE MAINTENANCE FROM SUBSTANTIAL COMPLETION SHALL BE INCLUDED AS AN OPTIONAL BID ITEM TO THE OWNER. 329399-05 ARBORGUY TREE ANCHOR SYSTEM, INSTALL APPROPRIATE MODEL PER MANUFACTURER'S INSTRUCTIONS ARROWHEAD ANCHOR I= I -,r1=-== -EXISTING SUBSOIL FINISHED GRADE KEEP MULCH 2N -3M FROM BASE OF TREE. ,-,..~•~----PLANT SPACING PER TRENCH EDGE, RE, DETAIL PLAN/PLANT SCHEDULE 2N MULCH INSTALLED BEFORE PLANTING (PINE BARK MINI-NUGGETS ACCEPTABLE FOR INITIAL PLANTING IF TIGHT SPACING NECESSITATES ITS USE.} ~~-----PREPARE BED PER SPECS ------UNDISTURBED SUBGRADE FINISHED GRADE AT LAWN. 0 NOT TO SCALE 329399-04 of-3_-_-1-·--o------------------3-29-3-13---0-1 O-1---_-1-·--0-----------------32_9_3-43-.2-6---0-2 landscape architecture londplonning r~T~placemaking ,= Foley.Alabama r!l-.. ii ~i.~'.',i~,:~: D ES I G N ~;,~;~t~,~~;;pp; P. 601. 790.0781 landscape architects www.was-design.com Ro,I ____ -----------No. Date Revisions / Submissions _ OB.25.20 _CrIY_S_UB_M_ITI_AL _____ _ _ 09.15.20 CrIY RE-SUBMITTAL _ 10.29.20 CrIY RE-SUBMITTAL _ 01.14.21 CrIY RE-SUBMITTAL _ 02.1B.21 PHASE 6 & 7 CrIY SUBMITTAL ---------------YTW ,...,, LCW Checked 203163-099 Project No. 08.25.20 Sheel:Tltle LANDSCAPE PLANTING DETAILS Sheet No. LP500
Page 2 of 11
Table of Contents
General Information ......................................................................................................................3
Location .........................................................................................................................................
Existing Conditions .......................................................................................................................
Proposed Conditions .....................................................................................................................
Drainage Design ...............................................................................................................................
Soil Conditions .............................................................................................................................3
Pond Design ................................................................................................................................4
Closed System Design .................................................................................................................4
Water Quality Calculations ........................................................................................................5
Summary of Results ...................................................................................................................6
Appendix A .....................................................................................................................................7
Vicinity Map ..................................................................................................................................
Pre-Developed Drainage Map ........................................................................................................
Post-Developed Drainage Map ......................................................................................................
Appendix B .....................................................................................................................................8
Web Soil Survey Data .....................................................................................................................
Appendix C .....................................................................................................................................9
Detention Pond Design (PondPack)................................................................................................
Appendix D ...................................................................................................................................10
Closed System Analysis (StormCad) .............................................................................................
Appendix E ...................................................................................................................................11
Drainage Swale Analysis (Flowmaster) .........................................................................................
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
Page 3 of 11
General Information
Location
The subject property is located on the east side of Langford Road and on the south side of Hwy
104. The property lies within Baldwin County and in the City of Fairhope’s extra-territorial
jurisdiction. A vicinity map has been included in Appendix A. The overall development is
proposed to consist of 9 phases for a total of 545 lots. Three of those phases are existing.
Phases 4 & 5 are currently under review by the City of Fairhope and Baldwin County for
preliminary plat approval. The portion that is the subject of this report consists of 4 Phases
totaling 222 single family lots The property has access to Highway 104 and Langford Road.
Existing Conditions
The terrain of the proposed development site generally falls in a west to east/southeast direction
with elevations ranging from 118 ft. to 25 ft. A small portion of the site sheet flows west to the
ditch on the east side of Langford Road. The site is mostly open pasture with the wetland area to
the extreme south/southeast being wooded. Existing runoff enters a draw that begins north of
the site and runs into existing manmade ponds that outfall to each other and eventually to the
wetlands to the south and then offsite. Phases 1-3 of the development are existing. Other than a
small area in Phase 2, the rest of Phases 1-3 utilize stormwater ponds that discharge to the east
that do not tie to the drainage system that is the subject of this narrative. Maps showing the
vicinity and the pre-developed drainage basin may be seen in Appendix A.
Proposed Conditions
Phases 4 & 5, currently under review and approval by the City of Fairhope and Baldwin County
consists of 106 lots. The proposed development consists of 4 Phases totaling 222 single family
lots with associated roads, drainage, and utility infrastructure.
The proposed site will collect storm water runoff utilizing open ditches, yard inlets, and curb
inlets spaced appropriately for their contributing drainage area. The system is designed for a 25
year post developed event.
The detention basins were sized to have both the required detention volume and the required
treatment volume to comply with the storm water quality requirement per the more stringent
of Baldwin County & the City of Fairhope’s subdivision regulations. Pond 4 is an existing wet
pond. Ponds 5 & 7 are proposed to be built with Phases 4 & 5 and Pond 6 will be constructed
with Phase 6. A map showing the post-developed drainage basin may be found in Appendix A.
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
Page 4 of 11
Drainage Design
Soil Conditions
The lakes were designed using SCS method. Tables shown in Appendix B show the pre-
development and post-development soil information used in the process. The soil information
was obtained from the Web Soil Survey (USDA).
Pond Design
Fairhope Falls, Phases 4-9, will utilize three (3) detention ponds to regulate the runoff rate from
the site. These ponds will discharge through concrete weir outfall structures to the immediate
pond downstream and eventually into a stilling basin before sheet flowing south to existing
wetlands.
Bentley’s PondPack utilizes the composite runoff curve number and the area of the drainage
basin to determine the outflow of the drainage basin. A twenty-four-hour rainfall intensity for a
two, five, ten, twenty-five, fifty, and one-hundred-year return storm event was applied to the
drainage areas to determine the flow. The software was used to determine the flow exiting the
drainage basin and entering the proposed detention pond for pre- and post-development
scenarios. According to our calculations, the proposed pond is adequate to accommodate the
proposed development and the report can be seen in Appendix C.
Closed System Design
StormCAD was used to analyze the closed drainage systems for the proposed project. Curbs and
gutters channel storm water from the roadways; the storm water is then collected into wing
inlets and yard inlets, which eventually is piped to the proposed detention ponds. Weir
structures were installed in each pond and discharge into the wetlands at a controlled rate less
than the pre-developed rate. A 25-year storm was analyzed with StormCAD and the report can
be seen in Appendix D.
Drainage Swales
Drainage swales are located throughout the development behind interior lots inside a common
area. The swales will route runoff into yard inlets and to the proposed ponds. A bottom width of
3.0 ft. was used for all with side slopes of 3:1. Bentley’s FlowMaster was used to analyze the
channels. FlowMaster utilized the Manning’s equation for open channel flow to check the design
inside the channel. Please see Appendix E for calculations.
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
Page 5 of 11
Wet Basin (Water Quality Calculations)
The Wet Basin has been designed to achieve the goal of removing at least 80% of the average annual post
construction total suspended solids (TSS) load.
The stormwater quality treatment goal is designed to capture 85% of the annual storm water runoff.
WQv=P x RV x
Where: WQv=Water quality Treatment volume (acre-feet)
P=rainfall for the 85% storm event (1.8”)
Rv=runoff coefficient (Rv=0.015+.0092I)
I=drainage area impervious cover in percentage (50% impervious would be 50)
A=drainage area (acres)
WET POND 4 (EXISTING POND)
Total Drainage Basin=6.23 acres
Impervious Area=6.022 acres
I=100 (6.022/28.5) = 21.13
Rv=0.015 + 0.0092(21.13) = .21
WQv=1.8 x .21 x (28.5/12) = 0.90 acre-ft
Pond has a wet volume of 14.04 acre-ft, therefore the volume of the first flush will be adequately treated.
WET POND 5 (PHASE 4 POND)
Total Drainage Basin=28.5 acres
Impervious Area=6.022 acres
I=100 (6.022/28.5) = 21.13
Rv=0.015 + 0.0092(21.13) = .21
WQv=1.8 x .21 x (28.5/12) = 0.90 acre-ft
Pond has a wet volume of 14.04 acre-ft, therefore the volume of the first flush will be adequately treated.
WET POND 6 (FUTURE PHASES)
Total Drainage Basin=76.6 acres
Impervious Area=27.44 acres
I=100 (27.44/76.6) = 35.82
Rv=0.015 + 0.0092(35.82) = .35
WQv=1.8 x .35 x (76.6/12) = 4.02 acre-ft
Pond has a wet volume of 18.95 acre-ft, therefore the volume of the first flush will be adequately treated.
WET POND 7 (PHASE 5 POND)
Total Drainage Basin=18.70 acres
Impervious Area=5.97 acres
I=100 (27.44/76.6) = 31.91
Rv=0.015 + 0.0092(35.82) = .31
WQv=1.8 x .31 x (18.70/12) = 0.87 acre-ft
Pond has a wet volume of 1.53 acre-ft, therefore the volume of the first flush will be adequately treated.
I Dewberry·
Dewberry Engineers Inc .
25353 Fr ie ndship Road
Daphne, AL 36526
257 .990.9950
251 .990 .9910 fax
www .dewberry.com
Page 6 of 11
SUMMARY OF RESULTS:
FAIRHOPE FALLS, PHASES 4-9
2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
Pre to Pond(cfs) 44.17 77.28 112.54 173.22 228.85 292.97
Post from pond 6 (cfs) 5.20 26.21 56.93 95.95 165.54 275.73
Difference (cfs) 38.97 51.07 55.61 77.27 63.31 17.24
Pre- Direct runoff
South(cfs) 44.11 94.50 151.78 255.30 352.91 465.94
Post- Direct runoff
South(cfs) 35.65 64.79 96.51 151.24 201.54 258.75
Difference (cfs) 8.46 29.71 55.27 104.06 151.37 207.19
Pre- Direct runoff
West (cfs) 9.33 17.09 25.39 39.71 52.87 67.83
Post- Direct runoff
West (cfs) 9.95 15.34 20.83 29.82 37.78 46.60
Difference (cfs) (0.62) 1.75 4.56 9.89 15.09 21.23
Pond 4 Max Water
Elev (ft) 57.06 57.62 58.23 59.21 59.65 60.01
Freeboard (ft) 3.94 3.38 2.77 1.79 1.35 0.99
Pond 5 Max Water
Elev (ft) 53.74 54.09 54.45 55.02 55.51 56.11
Freeboard (ft) 3.26 2.91 2.55 1.98 1.49 0.89
Pond 6 Max Water
Elev (ft) 47.34 49.23 49.61 49.95 50.41 51.00
Freeboard (ft) 3.66 1.77 1.39 1.05 0.59 0.00
Pond 7 Max Water
Elev (ft) 64.44 65.10 65.35 65.68 65.92 66.17
Freeboard (ft) 2.56 5.20 1.65 1.32 1.08 0.83
Dewberry Engineers Inc . I 257 .990.9950
25353 Fr ie ndship Road 251 .990 .9910 fax
Daphne, AL 36526 www .dewberry.com
I Dewberry·
Page 7 of 11
APPENDIX A
VICINITY MAP
PRE-DEVELOPED DRAINAGE MAP
POST-DEVELOPED DRAINAGE MAP
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
VICINITY
MAP
DLF SILVERHILL
... ( U. S, NAVY) 0
-~----\---
00.fi'--•• 0 13'f
'tead
'i
lQ
·; 0
0
0
0
0
-0,. ( Q~
0-1
8, 2
~
Sf~£
~,
7 ) 8
0 ~ 0 . 0 . & 0
'---• "'1
~
-~ ~~
CommonArea 2Common Area 3C.A. 4C.A. 5C.A. 6Common Area 10C.A. 7Common Area 8Common Area 9Common Area 1C.A. 615415515615715815916016116216316416516616716816917017117217317517617717817918018118218318415215315117421718518618718818919019119219319419519619719819920020120220320420520620720820921021121221321421521632-03
32-0
513-04
13-0
1
13-0
5
13-0
3
12-08
13-0
4
32-05
32-0
1
32-0
2
12-0632-02
12-0
7
12-05 32-10
32-09
32-0
8
12-02
12-0112-04
12-0
332-0632-12
32-0
7
32-0
7
32-1332-14 32-14
13-0
5ZONE X (SHADED)REGULATORYFLOOWAYZONE AEPRE-9.029 AcPRE-2.412 AcPRE-6.078 AcPRE-148.40 AcPRE-84.95 AcPRE (DIRECT WEST)-13.50 Ac25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950I I ~ ~ SCALE _ 0 400 ,,-~-I ~I ( IN FEET ) ~J 1 inch -400 fl ~I I /1 ) ~! 1/ / A0 #6t ; G ( "' =-~ '<-----------'-I ; / I/, I /! 0 IDawbeny· ~f ;r1 /, 1/1/1/ .'/// /// /~(]/ ,~ff:'//~ 1 f:r/ief:J , I 1/ /// )} ~
CommonArea 2Common Area 3C.A. 4C.A. 5C.A. 6Common Area 10C.A. 7Common Area 8Common Area 9Common Area 1C.A. 615415515615715815916016116216316416516616716816917017117217317517617717817918018118218318415215315117421718518618718818919019119219319419519619719819920020120220320420520620720820921021121221321421521632-03
96OO1
OO2
32-0
513-04
13-0
1
13-0
5
13-0
3
12-08
13-0
4
32-05
32-0
1
32-0
2
12-0632-02
12-0
7
12-05 32-10
32-09
32-0
8
12-02
12-0112-04
12-0
332-0632-12
32-0
7
32-0
7
32-1332-14 32-14
13-0
5
LANGFORD ROAD TO HWY 104TO CO RD 48
ZONE X (SHADED)REGULATORYFLOOWAYZONE AEPOST- 6.226 AcPOST-18.709 AcPOST-19.054 AcPOST-9.486 AcPOST- 76.626 AcDIRECT-5.789 Ac
D
I
R
E
C
T
-
3
8
.
4
0
A
c POST-9.029 AcPOST-2.412 AcPOST-6.078 AcPOST-71.10 Ac25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950(I, ,,.----:: -, ~ 1 inch~t ~i f!jJ!), ;/; POST-DEVELOPED DRAINAGE MAP IDawbeny· ?. __ EXISTING POND TO REMAIN AS IS (POND 7) TOP ELEV: 67.00 ./ ./ NORMAL WATER ELEV: 63.00 ../,,-~ BOTTOM ELEV: 56.55± (EXISTING) lf--,--L---,-L-~------,L~ D.H. W. ELEV (100 YR): 66.20 I EXISTING POND TO BE EXPANDED (POND 5) TOP ELEV: 57.00 NORMAL WATER ELEV: 53.00 BOTTOM ELEV: 45.25± (EXISTING) -').,..llp..~"tl'-i""'T""T"'H+H+++IUIIJ,f.+i D.H.W. ELEV (100 YR): 56.28 I I E~STING POND TO BE EXPANDED (POND 6) TOP ELEV: 51.00 NORMAL WATER ELEV: 43.00 BOTTOM ELEV: 36.51 ± (EXISTING) , D.H. w. ELEV (100 YR): 50.37
Page 8 of 11
APPENDIX B
Web Soil Survey Data
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
PRE-WEST OFFSITE POND
NORTH
Natural
Resources
Conservation
Service
October 15, 2020
USDA
"'?:::77ii5
NRCS
16
Custom Soil Resource Report
Map—Hydrologic Soil Group (WEST OFFSITE-POND NORTH)3379050337907033790903379110337913033791503379170337919033790503379070337909033791103379130337915033791703379190422070 422090 422110 422130 422150 422170 422190 422210 422230 422250 422270 422290
422070 422090 422110 422130 422150 422170 422190 422210 422230 422250 422270 422290
30° 32' 33'' N 87° 48' 45'' W30° 32' 33'' N87° 48' 35'' W30° 32' 28'' N
87° 48' 45'' W30° 32' 28'' N
87° 48' 35'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 50 100 200 300Feet
0 15 30 60 90Meters
Map Scale: 1:1,110 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
17
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (WEST OFFSITE-POND NORTH)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 0.8 34.2%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 0.3 11.7%
SuD2 Sunsweet fine sandy
loam, 8 to 17 percent
slopes, eroded
C 1.3 54.1%
Totals for Area of Interest 2.4 100.0%
Rating Options—Hydrologic Soil Group (WEST OFFSITE-POND
NORTH)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
18
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
PRE-WEST OFFSITE POND
SOUTH
Natural
Resources
Conservation
Service
October 15, 2020
USDA
"'?:::77ii5
NRCS
16
Custom Soil Resource Report
Map—Hydrologic Soil Group (WEST OFFSITE- POND SOUTH)337892033789503378980337901033790403379070337910033791303378920337895033789803379010337904033790703379100422030 422060 422090 422120 422150 422180 422210 422240 422270 422300 422330
422030 422060 422090 422120 422150 422180 422210 422240 422270 422300 422330
30° 32' 31'' N 87° 48' 46'' W30° 32' 31'' N87° 48' 34'' W30° 32' 24'' N
87° 48' 46'' W30° 32' 24'' N
87° 48' 34'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 50 100 200 300Feet
0 20 40 80 120Meters
Map Scale: 1:1,490 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
17
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (WEST OFFSITE- POND SOUTH)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 3.0 48.6%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 1.0 16.0%
SuD2 Sunsweet fine sandy
loam, 8 to 17 percent
slopes, eroded
C 2.2 35.5%
Totals for Area of Interest 6.1 100.0%
Rating Options—Hydrologic Soil Group (WEST OFFSITE- POND
SOUTH)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
18
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
PRE-WEST OFFSITE
Natural
Resources
Conservation
Service
October 14, 2020
USDA
"'?:::77ii5
NRCS
17
Custom Soil Resource Report
Map—Hydrologic Soil Group (OFFSITE WEST)337887033789403379010337908033791503379220337929033793603379430337887033789403379010337908033791503379220337929033793603379430421980 422050 422120 422190 422260 422330 422400
421980 422050 422120 422190 422260 422330 422400
30° 32' 41'' N 87° 48' 48'' W30° 32' 41'' N87° 48' 31'' W30° 32' 22'' N
87° 48' 48'' W30° 32' 22'' N
87° 48' 31'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 100 200 400 600Feet
0 40 80 160 240Meters
Map Scale: 1:2,940 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
18
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (OFFSITE WEST)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 10.1 57.9%
FaB Faceville fine sandy
loam, 2 to 5 percent
slopes
A 0.2 1.2%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 2.1 11.9%
SuD2 Sunsweet fine sandy
loam, 8 to 17 percent
slopes, eroded
C 5.1 29.0%
Totals for Area of Interest 17.5 100.0%
Rating Options—Hydrologic Soil Group (OFFSITE WEST)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
19
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
FAIRHOPE FALLS, PH 4-9 PRE-
DIRECT SOUTH TO WETLANDS
Natural
Resources
Conservation
Service
December 14, 2020
USDA
"'?:::77ii5
NRCS
24
Custom Soil Resource Report
Map—Hydrologic Soil Group (PRE-DIRECT SOUTH TO WETLANDS)337790033780003378100337820033783003378400337850033786003378700337790033780003378100337820033783003378400337850033786003378700422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300
422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300
30° 32' 17'' N 87° 48' 47'' W30° 32' 17'' N87° 47' 55'' W30° 31' 48'' N
87° 48' 47'' W30° 31' 48'' N
87° 47' 55'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 300 600 1200 1800Feet
0 50 100 200 300Meters
Map Scale: 1:6,240 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
25
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (PRE-DIRECT SOUTH TO
WETLANDS)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb and Mantachie
soils, local alluvium
B/D 0.3 0.4%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 10.7 12.5%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 21.8 25.5%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 36.1 42.3%
LaC Lakeland loamy fine
sand, 5 to 8 percent
slopes
A 1.2 1.4%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 2.9 3.4%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 8.9 10.4%
Ok Okenee soils C/D 2.6 3.0%
RuA Ruston fine sandy loam,
0 to 2 percent slopes
B 0.9 1.0%
Totals for Area of Interest 85.5 100.0%
Rating Options—Hydrologic Soil Group (PRE-DIRECT SOUTH TO
WETLANDS)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
26
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
&XVWRP6RLO5HVRXUFH
5HSRUWIRU
%DOGZLQ&RXQW\
$ODEDPD
)$,5+23()$//63+ 35(
($6772321'
Natural
Resources
Conservation
Service
December 14, 2020
USDA
~
NRCS
28
Custom Soil Resource Report
Map—Hydrologic Soil Group (PRE-EAST TO POND)
0$3/(*(1'0$3,1)250$7,21$UHDRI,QWHUHVW $2,
7DEOH²+\GURORJLF6RLO*URXS 35(($6772321'
0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2,3HUFHQWRI$2,
Bb Bibb and Mantachie
soils, local alluvium
B/D 9.9 6.7%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 5.2 3.5%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 34.2 23.0%
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 8.4 5.7%
FaB Faceville fine sandy
loam, 2 to 5 percent
slopes
A 4.9 3.3%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 17.2 11.6%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 5.3 3.5%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 25.0 16.8%
NoA Norfolk fine sandy loam,
0 to 2 percent slopes
B 2.6 1.7%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 15.0 10.1%
RuA Ruston fine sandy loam,
0 to 2 percent slopes
B 0.8 0.5%
SuD2 Sunsweet fine sandy
loam, 8 to 17 percent
slopes, eroded
C 13.2 8.9%
W Water 6.7 4.5%
7RWDOVIRU$UHDRI,QWHUHVW
5DWLQJ2SWLRQV²+\GURORJLF6RLO*URXS 35(($6772321'
$JJUHJDWLRQ0HWKRG Dominant Condition
&RPSRQHQW3HUFHQW&XWRII 1RQH6SHFLILHG
7LHEUHDN5XOH Higher
Custom Soil Resource Report
30
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
&XVWRP6RLO5HVRXUFH
5HSRUWIRU
%DOGZLQ&RXQW\
$ODEDPD
)$,5+23()$//63+ 3267
',5(&7:(67
Natural
Resources
Conservation
Service
December 14, 2020
USDA
~
NRCS
17
Custom Soil Resource Report
Map—Hydrologic Soil Group (POST- DIRECT WEST)
0$3/(*(1'0$3,1)250$7,21$UHDRI,QWHUHVW $2,
7DEOH²+\GURORJLF6RLO*URXS 3267',5(&7:(67
0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2,3HUFHQWRI$2,
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 2.2 37.9%
GvA Greenville loam, 0 to 2
percent slopes
B 2.4 41.3%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 0.8 14.4%
RuA Ruston fine sandy loam,
0 to 2 percent slopes
B 0.4 6.4%
7RWDOVIRU$UHDRI,QWHUHVW
5DWLQJ2SWLRQV²+\GURORJLF6RLO*URXS 3267',5(&7:(67
$JJUHJDWLRQ0HWKRG Dominant Condition
&RPSRQHQW3HUFHQW&XWRII 1RQH6SHFLILHG
7LHEUHDN5XOH Higher
Custom Soil Resource Report
19
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
PRE-POND NORTH OFFSITE
Natural
Resources
Conservation
Service
October 14, 2020
USDA
"'?:::77ii5
NRCS
27
Custom Soil Resource Report
Map—Hydrologic Soil Group (OFFSITE-NORTH)337880033789003379000337910033792003379300337940033795003379600337880033789003379000337910033792003379300337940033795003379600422300 422400 422500 422600 422700 422800 422900
422300 422400 422500 422600 422700 422800 422900
30° 32' 48'' N 87° 48' 38'' W30° 32' 48'' N87° 48' 12'' W30° 32' 18'' N
87° 48' 38'' W30° 32' 18'' N
87° 48' 12'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 200 400 800 1200Feet
0 50 100 200 300Meters
Map Scale: 1:4,500 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
28
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (OFFSITE-NORTH)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb and Mantachie
soils, local alluvium
B/D 4.9 7.0%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 0.4 0.6%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 10.5 14.8%
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 8.4 11.9%
FaB Faceville fine sandy
loam, 2 to 5 percent
slopes
A 4.9 7.0%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 2.4 3.4%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 1.6 2.3%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 15.9 22.4%
NoA Norfolk fine sandy loam,
0 to 2 percent slopes
B 2.6 3.6%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 4.8 6.7%
SuD2 Sunsweet fine sandy
loam, 8 to 17 percent
slopes, eroded
C 13.2 18.5%
W Water 1.4 2.0%
Totals for Area of Interest 71.1 100.0%
Rating Options—Hydrologic Soil Group (OFFSITE-NORTH)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
29
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
PRE-POND 4
Natural
Resources
Conservation
Service
October 14, 2020
USDA
"'?:::77ii5
NRCS
16
Custom Soil Resource Report
Map—Hydrologic Soil Group (POND 4)3378730337876033787903378820337885033788803378910337894033787303378760337879033788203378850337888033789103378940422860 422890 422920 422950 422980 423010 423040 423070 423100 423130 423160 423190
422860 422890 422920 422950 422980 423010 423040 423070 423100 423130 423160 423190
30° 32' 25'' N 87° 48' 15'' W30° 32' 25'' N87° 48' 2'' W30° 32' 18'' N
87° 48' 15'' W30° 32' 18'' N
87° 48' 2'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 50 100 200 300Feet
0 20 40 80 120Meters
Map Scale: 1:1,640 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
17
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (POND 4)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 5.4 86.4%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 0.1 1.1%
RuA Ruston fine sandy loam,
0 to 2 percent slopes
B 0.8 12.5%
Totals for Area of Interest 6.2 100.0%
Rating Options—Hydrologic Soil Group (POND 4)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
18
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
POST- POND 5
Natural
Resources
Conservation
Service
October 15, 2020
USDA
"'?:::77ii5
NRCS
22
Custom Soil Resource Report
Map—Hydrologic Soil Group (POST-POND 5)3378460337855033786403378730337882033789103379000337846033785503378640337873033788203378910422360 422450 422540 422630 422720 422810 422900 422990 423080 423170
422360 422450 422540 422630 422720 422810 422900 422990 423080 423170
30° 32' 27'' N 87° 48' 34'' W30° 32' 27'' N87° 48' 2'' W30° 32' 9'' N
87° 48' 34'' W30° 32' 9'' N
87° 48' 2'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 150 300 600 900Feet
0 50 100 200 300Meters
Map Scale: 1:3,860 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
23
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (POST-POND 5)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb and Mantachie
soils, local alluvium
B/D 0.9 3.2%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 1.2 4.3%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 8.5 29.6%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 3.6 12.5%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 0.7 2.6%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 5.1 18.0%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 4.3 15.0%
W Water 4.2 14.8%
Totals for Area of Interest 28.5 100.0%
Rating Options—Hydrologic Soil Group (POST-POND 5)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
24
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
POST-POND 6
Natural
Resources
Conservation
Service
October 15, 2020
USDA
"'?:::77ii5
NRCS
23
Custom Soil Resource Report
Map—Hydrologic Soil Group (POST-POND 6)337790033780003378100337820033783003378400337850033786003378700337790033780003378100337820033783003378400337850033786003378700422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300
422000 422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300
30° 32' 20'' N 87° 48' 47'' W30° 32' 20'' N87° 47' 55'' W30° 31' 50'' N
87° 48' 47'' W30° 31' 50'' N
87° 47' 55'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 300 600 1200 1800Feet
0 50 100 200 300Meters
Map Scale: 1:6,360 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
24
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (POST-POND 6)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb and Mantachie
soils, local alluvium
B/D 2.5 3.0%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 3.9 4.8%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 26.7 32.6%
GvA Greenville loam, 0 to 2
percent slopes
B 0.4 0.5%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 27.9 34.1%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 2.2 2.6%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 7.5 9.2%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 9.5 11.7%
RuA Ruston fine sandy loam,
0 to 2 percent slopes
B 1.1 1.4%
Totals for Area of Interest 81.7 100.0%
Rating Options—Hydrologic Soil Group (POST-POND 6)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
25
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Baldwin County,
Alabama
POST-POND NORTH
Natural
Resources
Conservation
Service
October 15, 2020
USDA
"'?:::77ii5
NRCS
24
Custom Soil Resource Report
Map—Hydrologic Soil Group (POST-POND NORTH ONSITE)33787103378780337885033789203378990337906033791303378710337878033788503378920337899033790603379130422280 422350 422420 422490 422560 422630 422700 422770 422840 422910 422980
422280 422350 422420 422490 422560 422630 422700 422770 422840 422910
30° 32' 31'' N 87° 48' 36'' W30° 32' 31'' N87° 48' 10'' W30° 32' 17'' N
87° 48' 36'' W30° 32' 17'' N
87° 48' 10'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 150 300 600 900Feet
0 45 90 180 270Meters
Map Scale: 1:3,210 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Baldwin County, Alabama
Survey Area Data: Version 12, May 29, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 16, 2018—Dec
18, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
25
□
D
D
D
D
D
D
D
D
.....,,.
.....,,.
□
■
■
□
□
,,..._.,
t-+-t
~
~ ,..,,.
~
•
Table—Hydrologic Soil Group (POST-POND NORTH ONSITE)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb and Mantachie
soils, local alluvium
B/D 1.5 8.2%
BoC Bowie fine sandy loam, 5
to 8 percent slopes
C 1.3 6.8%
EuB Eustis loamy fine sand, 0
to 5 percent slopes
A 4.0 21.2%
FaA Faceville fine sandy
loam, 0 to 2 percent
slopes
A 1.4 7.5%
LaB Lakeland loamy fine
sand, 0 to 5 percent
slopes
A 3.5 18.7%
LaD Lakeland loamy fine
sand, 8 to 12 percent
slopes
A 0.7 3.6%
MrB2 Marlboro very fine sandy
loam, 2 to 5 percent
slopes, eroded
B 2.2 11.7%
NoB Norfolk fine sandy loam,
2 to 5 percent slopes
B 3.1 16.5%
W Water 1.1 5.9%
Totals for Area of Interest 18.7 100.0%
Rating Options—Hydrologic Soil Group (POST-POND NORTH
ONSITE)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
26
Page 9 of 11
APPENDIX C
Detention Pond Design
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
44Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
42Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-WEST OFFSITE NORTH
40Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
38Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-OFFSITE WEST -SOUTH
36Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
34Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-OFFSITE WEST MIDDLE
32Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
CM-EAST ALL
30Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
28Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-DIRECT WEST
26Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr)
24Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-DIRECT SOUTH
21Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-9
19Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-8
15Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-7
12Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-11
10Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr)
CM-10
8Time-Depth Curve, 100 years (Pre-Development 100 year, 24
hr)
6Time-Depth Curve, 100 years (Post-Development 100 year, 24
hr)
SCS NOAA ATLAS 14 (TYPE III)
2Master Network Summary
Table of Contents
66Unit Hydrograph Summary, 100 years (Post-Development 100
year, 24 hr)
CM-DIRECT WEST
64Unit Hydrograph Summary, 100 years (Pre-Development 100
year, 24 hr)
62Unit Hydrograph Summary, 100 years (Post-Development 100
year, 24 hr)
CM-DIRECT SOUTH
61Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
60Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-WEST OFFSITE NORTH
59Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
58Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-OFFSITE WEST -SOUTH
57Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
56Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-OFFSITE WEST MIDDLE
55Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
CM-EAST ALL
54Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
53Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-DIRECT WEST
52Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr)
51Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-DIRECT SOUTH
50Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-9
49Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-8
48Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-7
47Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-11
46Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr)
CM-10
Table of Contents
Table of Contents
122Level Pool Pond Routing Summary, 100 years (Post-
Development 100 year, 24 hr)
POND 7 (EX NORTH) (IN)
121Interconnected Pond Routing Summary, 100 years (Post-
Development 100 year, 24 hr)
POND 6
120Interconnected Pond Routing Summary, 100 years (Post-
Development 100 year, 24 hr)
POND 5
119Interconnected Pond Routing Summary, 100 years (Post-
Development 100 year, 24 hr)
POND 4
118Composite Rating Curve, 100 years (Post-Development 100
year, 24 hr)
POND NORTH
117Composite Rating Curve, 100 years (Post-Development 100
year, 24 hr)
POND 6 OUTFALL
82Composite Rating Curve, 100 years (Post-Development 100
year, 24 hr)
Pond 5
72Composite Rating Curve, 100 years (Post-Development 100
year, 24 hr)
POND 4- CONCRETE FLUME
70Unit Hydrograph Summary, 100 years (Pre-Development 100
year, 24 hr)
CM-EAST ALL
68Unit Hydrograph Summary, 100 years (Pre-Development 100
year, 24 hr)
Subsection: Master Network Summary
Catchments Summary
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
292.9713.900109.511100Pre-Development 100
year, 24 hr
CM-EAST ALL
34.2412.6505.895100Pre-Development 100
year, 24 hr
CM-WEST OFFSITE
NORTH
34.2412.6505.895100Post-Development
100 year, 24 hr
CM-WEST OFFSITE
NORTH
49.1512.2005.211100Pre-Development 100
year, 24 hr
CM-OFFSITE WEST -
SOUTH
49.1512.2005.211100Post-Development
100 year, 24 hr
CM-OFFSITE WEST -
SOUTH
23.4812.1502.293100Pre-Development 100
year, 24 hr
CM-OFFSITE WEST
MIDDLE
23.4812.1502.293100Post-Development
100 year, 24 hr
CM-OFFSITE WEST
MIDDLE
621.7812.25073.129100Post-Development
100 year, 24 hr
CM-7
106.0215.75057.001100Post-Development
100 year, 24 hr
CM-8
133.8612.35017.043100Post-Development
100 year, 24 hr
CM-9
43.6712.1503.844100Post-Development
100 year, 24 hr
CM-10
316.3212.10026.866100Post-Development
100 year, 24 hr
CM-11
67.8312.5009.851100Pre-Development 100
year, 24 hr
CM-DIRECT WEST
46.6012.2505.282100Post-Development
100 year, 24 hr
CM-DIRECT WEST
465.9412.30053.758100Pre-Development 100
year, 24 hr
CM-DIRECT SOUTH
258.7512.25028.113100Post-Development
100 year, 24 hr
CM-DIRECT SOUTH
Node Summary
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
61.0112.75010.118100Pre-Development 100
year, 24 hr
J-2
61.0112.75010.118100Post-Development
100 year, 24 hr
J-2
58.8512.80010.066100Pre-Development 100
year, 24 hr
O-OFFSITE NORTH
58.8512.80010.066100Post-Development
100 year, 24 hr
O-OFFSITE NORTH
61.8412.70010.150100Pre-Development 100
year, 24 hr
J-1
Page 2 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Subsection: Master Network Summary
Node Summary
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
61.8412.70010.150100Post-Development
100 year, 24 hr
J-1
292.9713.900109.511100Pre-Development 100
year, 24 hr
O-POND 6
275.7312.950126.974100Post-Development
100 year, 24 hr
O-POND 6
67.8312.5009.851100Pre-Development 100
year, 24 hr
O-DIRECT WEST
46.6012.2505.282100Post-Development
100 year, 24 hr
O-DIRECT WEST
465.9412.30053.758100Pre-Development 100
year, 24 hr
O-DIRECT SOUTH
258.7512.25028.113100Post-Development
100 year, 24 hr
O-DIRECT SOUTH
Pond Summary
Maximum
Pond Storage
(ac-ft)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
(N/A)(N/A)361.8612.10097.893100Post-
Development
100 year, 24
hr
POND 5 (IN)
14.32356.11145.7312.50093.276100Post-
Development
100 year, 24
hr
POND 5
(OUT)
(N/A)(N/A)43.6712.1503.844100Post-
Development
100 year, 24
hr
POND 4 (IN)
1.28760.0122.5312.4003.785100Post-
Development
100 year, 24
hr
POND 4
(OUT)
(N/A)(N/A)133.8612.35068.458100Post-
Development
100 year, 24
hr
POND 7 (EX
NORTH) (IN)
2.44966.17123.5312.45067.243100Post-
Development
100 year, 24
hr
POND 7 (EX
NORTH)
(OUT)
Page 3 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Subsection: Master Network Summary
Pond Summary
Maximum
Pond Storage
(ac-ft)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
(N/A)(N/A)106.0215.75057.001100Post-
Development
100 year, 24
hr
POND-
OFFSITE
NORTH (IN)
5.91875.97105.9815.80051.415100Post-
Development
100 year, 24
hr
POND-
OFFSITE
NORTH
(OUT)
(N/A)(N/A)49.1512.2005.211100Pre-
Development
100 year, 24
hr
POND
OFFSITE
WEST-
SOUTH (IN)
2.462109.7824.7012.5502.962100Pre-
Development
100 year, 24
hr
POND
OFFSITE
WEST-
SOUTH
(OUT)
(N/A)(N/A)49.1512.2005.211100Post-
Development
100 year, 24
hr
POND
OFFSITE
WEST-
SOUTH (IN)
2.462109.7824.7012.5502.962100Post-
Development
100 year, 24
hr
POND
OFFSITE
WEST-
SOUTH
(OUT)
(N/A)(N/A)33.5012.5005.255100Pre-
Development
100 year, 24
hr
POND
OFFSITE
WEST
NORTH (IN)
0.817106.4733.2212.5504.511100Pre-
Development
100 year, 24
hr
POND
OFFSITE
WEST
NORTH
(OUT)
(N/A)(N/A)33.5012.5005.255100Post-
Development
100 year, 24
hr
POND
OFFSITE
WEST
NORTH (IN)
0.817106.4733.2212.5504.511100Post-
Development
100 year, 24
hr
POND
OFFSITE
WEST
NORTH
(OUT)
(N/A)(N/A)66.4512.55010.407100Pre-
Development
100 year, 24
hr
PO-OFFSITE
WEST (IN)
Page 4 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Subsection: Master Network Summary
Pond Summary
Maximum
Pond Storage
(ac-ft)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
1.356107.3161.8412.70010.150100Pre-
Development
100 year, 24
hr
PO-OFFSITE
WEST (OUT)
(N/A)(N/A)66.4512.55010.407100Post-
Development
100 year, 24
hr
PO-OFFSITE
WEST (IN)
1.356107.3161.8412.70010.150100Post-
Development
100 year, 24
hr
PO-OFFSITE
WEST (OUT)
(N/A)(N/A)744.7912.300166.404100Post-
Development
100 year, 24
hr
POND 6 (IN)
48.87951.00275.7312.950126.974100Post-
Development
100 year, 24
hr
POND 6
(OUT)
Page 5 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III)
Return Event: 100 yearsSubsection: Time-Depth Curve
Time-Depth Curve: 24 hr (15.84")
24 hr (15.84") Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years100Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.10.00.00.00.00.000
0.10.10.10.10.10.500
0.20.20.20.20.21.000
0.30.30.30.30.21.500
0.40.40.30.30.32.000
0.50.50.40.40.42.500
0.60.50.50.50.53.000
0.70.60.60.60.63.500
0.80.70.70.70.74.000
0.90.90.80.80.84.500
1.01.00.90.90.95.000
1.11.11.11.01.05.500
1.21.21.21.21.16.000
1.41.41.31.31.36.500
1.61.51.51.51.47.000
1.81.71.71.61.67.500
2.01.91.91.81.88.000
2.32.22.12.12.08.500
2.62.52.42.42.39.000
2.92.82.82.72.69.500
3.33.23.23.13.010.000
3.83.73.63.53.410.500
4.54.44.24.14.011.000
6.65.95.45.04.711.500
10.910.59.99.37.912.000
11.811.611.511.311.112.500
12.312.212.112.011.913.000
12.812.712.612.512.413.500
13.113.113.012.912.814.000
13.513.413.313.313.214.500
13.813.713.613.613.515.000
14.013.913.913.913.815.500
14.214.214.114.114.016.000
14.414.314.314.314.216.500
14.514.514.514.414.417.000
Page 6 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III)
Return Event: 100 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
14.714.614.614.614.617.500
14.814.814.714.714.718.000
14.914.914.914.814.818.500
15.015.015.015.014.919.000
15.115.115.115.115.119.500
15.215.215.215.215.220.000
15.315.315.315.315.320.500
15.415.415.415.415.421.000
15.515.515.515.515.421.500
15.615.615.615.615.522.000
15.715.715.615.615.622.500
15.815.715.715.715.723.000
15.815.815.815.815.823.500
(N/A)(N/A)(N/A)(N/A)15.824.000
Page 7 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III)
Return Event: 100 yearsSubsection: Time-Depth Curve
Time-Depth Curve: 24 hr (15.84")
24 hr (15.84") Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years100Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.10.00.00.00.00.000
0.10.10.10.10.10.500
0.20.20.20.20.21.000
0.30.30.30.30.21.500
0.40.40.30.30.32.000
0.50.50.40.40.42.500
0.60.50.50.50.53.000
0.70.60.60.60.63.500
0.80.70.70.70.74.000
0.90.90.80.80.84.500
1.01.00.90.90.95.000
1.11.11.11.01.05.500
1.21.21.21.21.16.000
1.41.41.31.31.36.500
1.61.51.51.51.47.000
1.81.71.71.61.67.500
2.01.91.91.81.88.000
2.32.22.12.12.08.500
2.62.52.42.42.39.000
2.92.82.82.72.69.500
3.33.23.23.13.010.000
3.83.73.63.53.410.500
4.54.44.24.14.011.000
6.65.95.45.04.711.500
10.910.59.99.37.912.000
11.811.611.511.311.112.500
12.312.212.112.011.913.000
12.812.712.612.512.413.500
13.113.113.012.912.814.000
13.513.413.313.313.214.500
13.813.713.613.613.515.000
14.013.913.913.913.815.500
14.214.214.114.114.016.000
14.414.314.314.314.216.500
14.514.514.514.414.417.000
Page 8 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III)
Return Event: 100 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
14.714.614.614.614.617.500
14.814.814.714.714.718.000
14.914.914.914.814.818.500
15.015.015.015.014.919.000
15.115.115.115.115.119.500
15.215.215.215.215.220.000
15.315.315.315.315.320.500
15.415.415.415.415.421.000
15.515.515.515.515.421.500
15.615.615.615.615.522.000
15.715.715.615.615.622.500
15.815.715.715.715.723.000
15.815.815.815.815.823.500
(N/A)(N/A)(N/A)(N/A)15.824.000
Page 9 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-10
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: User Defined Tc
hours0.167Time of Concentration
Time of Concentration (Composite)
hours0.167Time of Concentration
(Composite)
Page 10 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-10
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== User Defined
Value entered by userTc =
Tc= Time of concentration, hoursWhere:
Page 11 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-11
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft75.00Hydraulic Length
0.013Manning's n
ft/ft0.006Slope
in5.92 Year 24 Hour Depth
ft/s0.95Average Velocity
hours0.022Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft215.50Hydraulic Length
FalseIs Paved?
ft/ft0.005Slope
ft/s1.14Average Velocity
hours0.052Segment Time of
Concentration
Segment #3: TR-55 Channel Flow
ft²1.8Flow Area
ft304.00Hydraulic Length
0.013Manning's n
ft/ft0.015Slope
ft4.71Wetted Perimeter
ft/s7.25Average Velocity
hours0.012Segment Time of
Concentration
Segment #4: TR-55 Channel Flow
ft²3.1Flow Area
ft330.00Hydraulic Length
0.013Manning's n
ft/ft0.036Slope
ft6.28Wetted Perimeter
ft/s13.78Average Velocity
hours0.007Segment Time of
Concentration
Segment #5: TR-55 Channel Flow
ft²4.9Flow Area
ft704.00Hydraulic Length
0.013Manning's n
ft/ft0.038Slope
Page 12 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-11
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Segment #5: TR-55 Channel Flow
ft7.85Wetted Perimeter
ft/s16.42Average Velocity
hours0.012Segment Time of
Concentration
Segment #6: TR-55 Channel Flow
ft²7.1Flow Area
ft114.00Hydraulic Length
0.013Manning's n
ft/ft0.005Slope
ft9.43Wetted Perimeter
ft/s6.69Average Velocity
hours0.005Segment Time of
Concentration
Segment #7: TR-55 Channel Flow
ft²7.1Flow Area
ft56.00Hydraulic Length
0.013Manning's n
ft/ft0.330Slope
ft9.42Wetted Perimeter
ft/s54.35Average Velocity
hours0.000Segment Time of
Concentration
Time of Concentration (Composite)
hours0.110Time of Concentration
(Composite)
Page 13 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-11
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Sheet Flow
(0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc =
Tc= Time of concentration, hours
n= Manning's n
Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
Where:
Page 14 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-7
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft103.00Hydraulic Length
0.240Manning's n
ft/ft0.015Slope
in5.92 Year 24 Hour Depth
ft/s0.14Average Velocity
hours0.203Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft803.00Hydraulic Length
FalseIs Paved?
ft/ft0.019Slope
ft/s2.21Average Velocity
hours0.101Segment Time of
Concentration
Segment #3: TR-55 Channel Flow
ft²1.8Flow Area
ft50.00Hydraulic Length
0.013Manning's n
ft/ft0.080Slope
ft4.71Wetted Perimeter
ft/s16.86Average Velocity
hours0.001Segment Time of
Concentration
Segment #4: TR-55 Shallow Concentrated Flow
ft577.00Hydraulic Length
FalseIs Paved?
ft/ft0.056Slope
ft/s3.82Average Velocity
hours0.042Segment Time of
Concentration
Segment #5: TR-55 Channel Flow
ft²1.8Flow Area
ft168.00Hydraulic Length
0.013Manning's n
ft/ft0.012Slope
ft4.71Wetted Perimeter
ft/s6.53Average Velocity
Page 15 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-7
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Segment #5: TR-55 Channel Flow
hours0.007Segment Time of
Concentration
Segment #6: TR-55 Channel Flow
ft²3.1Flow Area
ft619.00Hydraulic Length
0.013Manning's n
ft/ft0.010Slope
ft6.28Wetted Perimeter
ft/s7.11Average Velocity
hours0.024Segment Time of
Concentration
Segment #7: TR-55 Channel Flow
ft²4.9Flow Area
ft80.00Hydraulic Length
0.013Manning's n
ft/ft0.005Slope
ft7.85Wetted Perimeter
ft/s5.92Average Velocity
hours0.004Segment Time of
Concentration
Segment #8: TR-55 Channel Flow
ft²7.1Flow Area
ft480.00Hydraulic Length
0.013Manning's n
ft/ft0.011Slope
ft9.43Wetted Perimeter
ft/s9.92Average Velocity
hours0.013Segment Time of
Concentration
Segment #9: TR-55 Channel Flow
ft²9.6Flow Area
ft120.00Hydraulic Length
0.013Manning's n
ft/ft0.025Slope
ft11.00Wetted Perimeter
ft/s16.58Average Velocity
hours0.002Segment Time of
Concentration
Page 16 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-7
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Segment #10: TR-55 Channel Flow
ft²9.6Flow Area
ft25.00Hydraulic Length
0.013Manning's n
ft/ft0.333Slope
ft11.00Wetted Perimeter
ft/s60.51Average Velocity
hours0.000Segment Time of
Concentration
Time of Concentration (Composite)
hours0.398Time of Concentration
(Composite)
Page 17 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-7
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Sheet Flow
(0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc =
Tc= Time of concentration, hours
n= Manning's n
Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
Where:
Page 18 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-8
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: User Defined Tc
hours0.083Time of Concentration
Segment #2: Kirpich (TN)
ft21,626.00Hydraulic Length
ft/ft0.003Slope
2.000Tc Multiplier
ft/s1.13Average Velocity
hours5.299Segment Time of
Concentration
Time of Concentration (Composite)
hours5.383Time of Concentration
(Composite)
Page 19 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-8
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== User Defined
Value entered by userTc =
Tc= Time of concentration, hoursWhere:
==== Kirpich (TN)
0.00013 * (Lf**0.77) * (Sf**-0.385) * MtTc =
Tc= Time of concentration, hours
Lf= Flow length, feet
Sf= Slope, ft/ft
Mt= Tc Multiplier (Tc adjustment)
Where:
Page 20 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-9
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft132.00Hydraulic Length
0.240Manning's n
ft/ft0.005Slope
in5.92 Year 24 Hour Depth
ft/s0.10Average Velocity
hours0.381Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft434.00Hydraulic Length
TrueIs Paved?
ft/ft0.005Slope
ft/s1.44Average Velocity
hours0.084Segment Time of
Concentration
Segment #3: TR-55 Channel Flow
ft²1.8Flow Area
ft346.00Hydraulic Length
0.013Manning's n
ft/ft0.046Slope
ft6.28Wetted Perimeter
ft/s10.55Average Velocity
hours0.009Segment Time of
Concentration
Segment #4: TR-55 Channel Flow
ft²3.1Flow Area
ft346.00Hydraulic Length
0.013Manning's n
ft/ft0.046Slope
ft6.28Wetted Perimeter
ft/s15.49Average Velocity
hours0.006Segment Time of
Concentration
Segment #5: TR-55 Channel Flow
ft²4.9Flow Area
ft520.00Hydraulic Length
0.013Manning's n
ft/ft0.031Slope
Page 21 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-9
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Segment #5: TR-55 Channel Flow
ft7.85Wetted Perimeter
ft/s14.70Average Velocity
hours0.010Segment Time of
Concentration
Segment #6: TR-55 Channel Flow
ft²7.1Flow Area
ft233.00Hydraulic Length
0.013Manning's n
ft/ft0.043Slope
ft9.43Wetted Perimeter
ft/s19.60Average Velocity
hours0.003Segment Time of
Concentration
Segment #7: TR-55 Channel Flow
ft²7.1Flow Area
ft15.00Hydraulic Length
0.013Manning's n
ft/ft0.333Slope
ft9.40Wetted Perimeter
ft/s54.69Average Velocity
hours0.000Segment Time of
Concentration
Time of Concentration (Composite)
hours0.493Time of Concentration
(Composite)
Page 22 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-9
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Sheet Flow
(0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc =
Tc= Time of concentration, hours
n= Manning's n
Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
Where:
Page 23 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.240Manning's n
ft/ft0.040Slope
in5.92 Year 24 Hour Depth
ft/s0.21Average Velocity
hours0.133Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft1,521.00Hydraulic Length
FalseIs Paved?
ft/ft0.024Slope
ft/s2.50Average Velocity
hours0.169Segment Time of
Concentration
Segment #3: TR-55 Shallow Concentrated Flow
ft433.00Hydraulic Length
FalseIs Paved?
ft/ft0.042Slope
ft/s3.29Average Velocity
hours0.037Segment Time of
Concentration
Time of Concentration (Composite)
hours0.338Time of Concentration
(Composite)
Page 24 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 25 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.240Manning's n
ft/ft0.035Slope
in5.92 Year 24 Hour Depth
ft/s0.20Average Velocity
hours0.140Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft2,041.00Hydraulic Length
FalseIs Paved?
ft/ft0.024Slope
ft/s2.52Average Velocity
hours0.225Segment Time of
Concentration
Segment #3: TR-55 Shallow Concentrated Flow
ft442.00Hydraulic Length
FalseIs Paved?
ft/ft0.072Slope
ft/s4.33Average Velocity
hours0.028Segment Time of
Concentration
Time of Concentration (Composite)
hours0.393Time of Concentration
(Composite)
Page 26 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 27 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.240Manning's n
ft/ft0.005Slope
in5.92 Year 24 Hour Depth
ft/s0.09Average Velocity
hours0.305Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft50.00Hydraulic Length
FalseIs Paved?
ft/ft0.005Slope
ft/s1.14Average Velocity
hours0.012Segment Time of
Concentration
Segment #3: TR-55 Shallow Concentrated Flow
ft378.00Hydraulic Length
TrueIs Paved?
ft/ft0.008Slope
ft/s1.82Average Velocity
hours0.058Segment Time of
Concentration
Time of Concentration (Composite)
hours0.375Time of Concentration
(Composite)
Page 28 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 29 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft750.00Hydraulic Length
54.000CN
ft/ft0.016Slope
ft/s0.31Average Velocity
hours0.670Segment Time of
Concentration
Time of Concentration (Composite)
hours0.670Time of Concentration
(Composite)
Page 30 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 31 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-EAST ALL
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft4,678.00Hydraulic Length
56.000CN
ft/ft0.013Slope
ft/s0.43Average Velocity
hours3.056Segment Time of
Concentration
Time of Concentration (Composite)
hours3.056Time of Concentration
(Composite)
Page 32 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-EAST ALL
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 33 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft444.00Hydraulic Length
69.000CN
ft/ft0.027Slope
ft/s0.53Average Velocity
hours0.231Segment Time of
Concentration
Time of Concentration (Composite)
hours0.231Time of Concentration
(Composite)
Page 34 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 35 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft444.00Hydraulic Length
69.000CN
ft/ft0.027Slope
ft/s0.53Average Velocity
hours0.231Segment Time of
Concentration
Time of Concentration (Composite)
hours0.231Time of Concentration
(Composite)
Page 36 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 37 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft442.00Hydraulic Length
61.000CN
ft/ft0.023Slope
ft/s0.40Average Velocity
hours0.309Segment Time of
Concentration
Time of Concentration (Composite)
hours0.309Time of Concentration
(Composite)
Page 38 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 39 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft442.00Hydraulic Length
61.000CN
ft/ft0.023Slope
ft/s0.40Average Velocity
hours0.309Segment Time of
Concentration
Time of Concentration (Composite)
hours0.309Time of Concentration
(Composite)
Page 40 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 41 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft897.00Hydraulic Length
50.000CN
ft/ft0.014Slope
ft/s0.27Average Velocity
hours0.919Segment Time of
Concentration
Time of Concentration (Composite)
hours0.919Time of Concentration
(Composite)
Page 42 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 43 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: SCS Lag
ft897.00Hydraulic Length
50.000CN
ft/ft0.014Slope
ft/s0.27Average Velocity
hours0.919Segment Time of
Concentration
Time of Concentration (Composite)
hours0.919Time of Concentration
(Composite)
Page 44 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Time of Concentration Calculations
==== SCS Lag
0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc =
Tc= Time of concentration, hours
Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Where:
Page 45 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-10
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.01.04598.000LOTS 13 @ 3500 SF
10.0000.00.00.50510.000POND
39.0000.00.04.67639.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
46.551(N/A)(N/A)6.226(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 46 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-11
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.02.68898.000Roads, Curbs, Sidewalk
98.0000.00.03.33498.000Lots- 41.5 @ 3,500 sf ea
100.0000.00.04.988100.000Pond
39.0000.00.010.89339.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
61.0000.00.05.63861.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil B
74.0000.00.00.41274.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil C
80.0000.00.00.54780.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
67.788(N/A)(N/A)28.500(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 47 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-7
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.09.27898.000Roads, Curbs & SW
98.0000.00.018.16098.000Lots- 226 @ 3,500 sq ea
100.0000.00.04.980100.000Pond
39.0000.00.030.86839.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
61.0000.00.09.85861.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil B
74.0000.00.02.12074.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil C
80.0000.00.01.36280.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
68.618(N/A)(N/A)76.626(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 48 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-8
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.024.07039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.023.30061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.013.60086.000Pasture, grassland, or range - poor - Soil C
89.0000.00.04.90089.000Pasture, grassland, or range - poor - Soil D
100.0000.00.01.400100.000Pond
98.0000.00.03.73098.000Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
A
62.976(N/A)(N/A)71.000(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 49 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-9
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.03.41598.000LOTS= 42.5 AT 3M500 SF EA
98.0000.00.01.45398.000ROADS, CURBS, SW
100.0000.00.01.100100.000POND
39.0000.00.07.23239.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
61.0000.00.03.59061.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil B
74.0000.00.00.86674.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil C
80.0000.00.01.04480.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
66.081(N/A)(N/A)18.700(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 50 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.01.40698.000Lots- 17.5 @ 3,500 sf ea
39.0000.00.022.78039.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
74.0000.00.09.90374.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil C
80.0000.00.01.52580.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
98.0000.00.00.25098.000Offsite- impervious
61.0000.00.02.53561.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil B
53.651(N/A)(N/A)38.399(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 51 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.059.10039.000Pasture, grassland, or range - good - Soil
A
74.0000.00.012.00074.000Pasture, grassland, or range - good - Soil
C
80.0000.00.01.45080.000Pasture, grassland, or range - good - Soil
D
61.0000.00.012.40061.000Pasture, grassland, or range - good - Soil
B
47.855(N/A)(N/A)84.950(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 52 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.00.43898.000Roads, Curbs, SW
98.0000.00.01.45898.000Lots- 22 lots @3,500 sq ea
39.0000.00.02.00039.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil A
61.0000.00.01.89361.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil B
65.518(N/A)(N/A)5.789(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 53 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.04.40039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.09.10061.000Pasture, grassland, or range - good - Soil
B
53.830(N/A)(N/A)13.500(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 54 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-EAST ALL
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.070.00039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.048.35061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.018.40086.000Pasture, grassland, or range - poor - Soil C
89.0000.00.04.95089.000Pasture, grassland, or range - poor - Soil D
100.0000.00.06.700100.000Water
56.417(N/A)(N/A)148.400(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 55 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.00.80039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.00.30061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.00.98086.000Pasture, grassland, or range - poor - Soil C
100.0000.00.00.320100.000Pond
69.074(N/A)(N/A)2.400(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 56 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.00.80039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.00.30061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.00.98086.000Pasture, grassland, or range - poor - Soil C
100.0000.00.00.320100.000Pond
69.074(N/A)(N/A)2.400(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 57 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.03.00039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.01.00061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.01.38986.000Pasture, grassland, or range - poor - Soil C
100.0000.00.00.810100.000Pond
61.051(N/A)(N/A)6.199(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 58 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.03.00039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.01.00061.000Pasture, grassland, or range - good - Soil
B
86.0000.00.01.38986.000Pasture, grassland, or range - poor - Soil C
100.0000.00.00.810100.000Pond
61.051(N/A)(N/A)6.199(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 59 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.06.50039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.00.80061.000Pasture, grassland, or range - good - Soil
B
89.0000.00.01.60089.000Pasture, grassland, or range - poor - Soil D
49.966(N/A)(N/A)8.900(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 60 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH
Return Event: 100 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
39.0000.00.06.50039.000Pasture, grassland, or range - good - Soil
A
61.0000.00.00.80061.000Pasture, grassland, or range - good - Soil
B
89.0000.00.01.60089.000Pasture, grassland, or range - poor - Soil D
49.966(N/A)(N/A)8.900(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 61 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
24 hr (15.84")Storm Event
years100Return Event
hours24.000Duration
in15.8Depth
hours0.338Time of Concentration
(Composite)
acres38.399Area (User Defined)
hours0.045Computational Time
Increment
hours12.223Time to Peak (Computed)
ft³/s259.57Flow (Peak, Computed)
hours0.050Output Increment
hours12.250Time to Flow (Peak
Interpolated Output)
ft³/s258.75Flow (Peak Interpolated
Output)
Drainage Area
54.000SCS CN (Composite)
acres38.399Area (User Defined)
in8.5Maximum Retention
(Pervious)
in1.7Maximum Retention
(Pervious, 20 percent)
Cumulative Runoff
in8.8Cumulative Runoff Depth
(Pervious)
ac-ft28.226Runoff Volume (Pervious)
Hydrograph Volume (Area under Hydrograph curve)
ac-ft28.113Volume
SCS Unit Hydrograph Parameters
hours0.338Time of Concentration
(Composite)
hours0.045Computational Time
Increment
483.432Unit Hydrograph Shape
Factor
0.749K Factor
1.670Receding/Rising, Tr/Tp
ft³/s128.61Unit peak, qp
Page 62 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
SCS Unit Hydrograph Parameters
hours0.226Unit peak time, Tp
hours0.902Unit receding limb, Tr
hours1.128Total unit time, Tb
Page 63 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
24 hr (15.84")Storm Event
years100Return Event
hours24.000Duration
in15.8Depth
hours0.393Time of Concentration
(Composite)
acres84.950Area (User Defined)
hours0.052Computational Time
Increment
hours12.259Time to Peak (Computed)
ft³/s466.17Flow (Peak, Computed)
hours0.050Output Increment
hours12.300Time to Flow (Peak
Interpolated Output)
ft³/s465.94Flow (Peak Interpolated
Output)
Drainage Area
48.000SCS CN (Composite)
acres84.950Area (User Defined)
in10.8Maximum Retention
(Pervious)
in2.2Maximum Retention
(Pervious, 20 percent)
Cumulative Runoff
in7.6Cumulative Runoff Depth
(Pervious)
ac-ft54.007Runoff Volume (Pervious)
Hydrograph Volume (Area under Hydrograph curve)
ac-ft53.758Volume
SCS Unit Hydrograph Parameters
hours0.393Time of Concentration
(Composite)
hours0.052Computational Time
Increment
483.432Unit Hydrograph Shape
Factor
0.749K Factor
1.670Receding/Rising, Tr/Tp
ft³/s244.96Unit peak, qp
Page 64 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
SCS Unit Hydrograph Parameters
hours0.262Unit peak time, Tp
hours1.048Unit receding limb, Tr
hours1.310Total unit time, Tb
Page 65 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
24 hr (15.84")Storm Event
years100Return Event
hours24.000Duration
in15.8Depth
hours0.375Time of Concentration
(Composite)
acres5.789Area (User Defined)
hours0.050Computational Time
Increment
hours12.246Time to Peak (Computed)
ft³/s46.65Flow (Peak, Computed)
hours0.050Output Increment
hours12.250Time to Flow (Peak
Interpolated Output)
ft³/s46.60Flow (Peak Interpolated
Output)
Drainage Area
66.000SCS CN (Composite)
acres5.789Area (User Defined)
in5.2Maximum Retention
(Pervious)
in1.0Maximum Retention
(Pervious, 20 percent)
Cumulative Runoff
in11.0Cumulative Runoff Depth
(Pervious)
ac-ft5.301Runoff Volume (Pervious)
Hydrograph Volume (Area under Hydrograph curve)
ac-ft5.282Volume
SCS Unit Hydrograph Parameters
hours0.375Time of Concentration
(Composite)
hours0.050Computational Time
Increment
483.432Unit Hydrograph Shape
Factor
0.749K Factor
1.670Receding/Rising, Tr/Tp
ft³/s17.50Unit peak, qp
Page 66 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
SCS Unit Hydrograph Parameters
hours0.250Unit peak time, Tp
hours1.000Unit receding limb, Tr
hours1.250Total unit time, Tb
Page 67 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
24 hr (15.84")Storm Event
years100Return Event
hours24.000Duration
in15.8Depth
hours0.670Time of Concentration
(Composite)
acres13.500Area (User Defined)
hours0.089Computational Time
Increment
hours12.504Time to Peak (Computed)
ft³/s67.86Flow (Peak, Computed)
hours0.050Output Increment
hours12.500Time to Flow (Peak
Interpolated Output)
ft³/s67.83Flow (Peak Interpolated
Output)
Drainage Area
54.000SCS CN (Composite)
acres13.500Area (User Defined)
in8.5Maximum Retention
(Pervious)
in1.7Maximum Retention
(Pervious, 20 percent)
Cumulative Runoff
in8.8Cumulative Runoff Depth
(Pervious)
ac-ft9.923Runoff Volume (Pervious)
Hydrograph Volume (Area under Hydrograph curve)
ac-ft9.851Volume
SCS Unit Hydrograph Parameters
hours0.670Time of Concentration
(Composite)
hours0.089Computational Time
Increment
483.432Unit Hydrograph Shape
Factor
0.749K Factor
1.670Receding/Rising, Tr/Tp
ft³/s22.83Unit peak, qp
Page 68 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
SCS Unit Hydrograph Parameters
hours0.447Unit peak time, Tp
hours1.786Unit receding limb, Tr
hours2.233Total unit time, Tb
Page 69 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-EAST ALL
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
24 hr (15.84")Storm Event
years100Return Event
hours24.000Duration
in15.8Depth
hours3.056Time of Concentration
(Composite)
acres148.400Area (User Defined)
hours0.407Computational Time
Increment
hours13.855Time to Peak (Computed)
ft³/s293.08Flow (Peak, Computed)
hours0.050Output Increment
hours13.900Time to Flow (Peak
Interpolated Output)
ft³/s292.97Flow (Peak Interpolated
Output)
Drainage Area
56.000SCS CN (Composite)
acres148.400Area (User Defined)
in7.9Maximum Retention
(Pervious)
in1.6Maximum Retention
(Pervious, 20 percent)
Cumulative Runoff
in9.2Cumulative Runoff Depth
(Pervious)
ac-ft113.793Runoff Volume (Pervious)
Hydrograph Volume (Area under Hydrograph curve)
ac-ft109.511Volume
SCS Unit Hydrograph Parameters
hours3.056Time of Concentration
(Composite)
hours0.407Computational Time
Increment
483.432Unit Hydrograph Shape
Factor
0.749K Factor
1.670Receding/Rising, Tr/Tp
ft³/s55.02Unit peak, qp
Page 70 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Pre-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: CM-EAST ALL
Return Event: 100 yearsSubsection: Unit Hydrograph Summary
SCS Unit Hydrograph Parameters
hours2.037Unit peak time, Tp
hours8.150Unit receding limb, Tr
hours10.187Total unit time, Tb
Page 71 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0053.000.0055.00
0.0053.000.0055.50
0.0053.000.0056.00
0.0053.000.0056.30
0.0053.000.0956.50
0.0053.000.5957.00
0.0053.001.3157.50
0.0053.002.2158.00
0.0053.003.2658.50
0.0053.004.4359.00
0.0053.004.9359.20
0.0053.008.8659.50
0.0053.0022.1460.00
0.0053.0042.5160.50
0.0053.0069.9661.00
Contributing Structures
None Contributing
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 72 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0053.500.0055.00
0.0053.500.0055.50
0.0053.500.0056.00
0.0053.500.0056.30
0.0053.500.0956.50
0.0053.500.5957.00
0.0053.501.3157.50
0.0053.502.2158.00
0.0053.503.2658.50
0.0053.504.4359.00
0.0053.504.9359.20
0.0053.508.8659.50
0.0053.5022.1460.00
0.0053.5042.5160.50
0.0053.5069.9661.00
Contributing Structures
None Contributing
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 73 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0054.000.0055.00
0.0054.000.0055.50
0.0054.000.0056.00
0.0054.000.0056.30
0.0054.000.0956.50
0.0054.000.5957.00
0.0054.001.3157.50
0.0054.002.2158.00
0.0054.003.2658.50
0.0054.004.4359.00
0.0054.004.9359.20
0.0054.008.8659.50
0.0054.0022.1460.00
0.0054.0042.5160.50
0.0054.0069.9661.00
Contributing Structures
None Contributing
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 74 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0054.500.0055.00
0.0054.500.0055.50
0.0054.500.0056.00
0.0054.500.0056.30
0.0054.500.0956.50
0.0054.500.5957.00
0.0054.501.3157.50
0.0054.502.2158.00
0.0054.503.2658.50
0.0054.504.4359.00
0.0054.504.9359.20
0.0054.508.8659.50
0.0054.5022.1460.00
0.0054.5042.5160.50
0.0054.5069.9661.00
Contributing Structures
None Contributing
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 75 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0055.000.0055.00
0.0055.000.0055.50
0.0055.000.0056.00
0.0055.000.0056.30
0.0055.000.0956.50
0.0055.000.5957.00
0.0055.001.3157.50
0.0055.002.2158.00
0.0055.003.2658.50
0.0055.004.4359.00
0.0055.004.9359.20
0.0055.008.8659.50
0.0055.0022.1460.00
0.0055.0042.5160.50
0.0055.0069.9661.00
Contributing Structures
None Contributing
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 76 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0055.500.0055.00
0.0055.500.0055.50
0.0055.500.0056.00
0.0055.500.0056.30
0.0055.500.0956.50
0.0055.500.5957.00
0.0055.501.3157.50
0.0055.502.2158.00
0.0055.503.2658.50
0.0055.504.4359.00
0.0055.504.9359.20
0.0055.508.8659.50
0.0055.5022.1460.00
0.0055.5042.5160.50
0.0055.5069.9661.00
Contributing Structures
SMALL PORTION
None Contributing
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 77 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0056.000.0055.00
0.0056.000.0055.50
0.0056.000.0056.00
0.0056.000.0056.30
0.0056.000.0956.50
0.0056.000.5957.00
0.0056.001.3157.50
0.0056.002.2158.00
0.0056.003.2658.50
0.0056.004.4359.00
0.0056.004.9359.20
0.0056.008.8659.50
0.0056.0022.1460.00
0.0056.0042.5160.50
0.0056.0069.9661.00
Contributing Structures
SMALL PORTION
SMALL PORTION
None Contributing
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 78 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0056.300.0055.00
0.0056.300.0055.50
0.0056.300.0056.00
0.0056.300.0056.30
0.0056.300.0956.50
0.0056.300.5957.00
0.0056.301.3157.50
0.0056.302.2158.00
0.0056.303.2658.50
0.0056.304.4359.00
0.0056.304.9359.20
0.0056.308.8659.50
0.0056.3022.1460.00
0.0056.3042.5160.50
0.0056.3069.9661.00
Contributing Structures
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 79 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0056.500.0055.00
0.0056.500.0055.50
0.0056.500.0056.00
0.0056.500.0056.30
0.0056.500.0056.50
0.0056.500.5557.00
0.0056.501.2857.50
0.0056.502.1858.00
0.0056.503.2358.50
0.0056.504.4059.00
0.0056.504.9059.20
0.0056.508.8359.50
0.0056.5022.1060.00
0.0056.5042.4760.50
0.0056.5069.9261.00
Contributing Structures
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 80 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0057.000.0055.00
0.0057.000.0055.50
0.0057.000.0056.00
0.0057.000.0056.30
0.0057.000.0056.50
0.0057.000.0057.00
0.0057.001.0557.50
0.0057.001.9758.00
0.0057.003.0258.50
0.0057.004.2059.00
0.0057.004.7059.20
0.0057.008.6359.50
0.0057.0021.9160.00
0.0057.0042.2860.50
0.0057.0069.7361.00
Contributing Structures
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
SMALL PORTION + V-
NOTCH SLOPED + LARGE
PORTION
Page 81 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0043.000.0053.00
0.0043.0010.6153.50
0.0043.0029.9854.00
0.0043.0055.1154.50
0.0043.0084.8355.00
0.0043.00118.5955.50
0.0043.00152.7156.00
0.0043.00177.2956.50
0.0043.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 82 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0043.250.0053.00
0.0043.2510.6153.50
0.0043.2529.9854.00
0.0043.2555.1154.50
0.0043.2584.8355.00
0.0043.25118.5955.50
0.0043.25152.7156.00
0.0043.25177.2956.50
0.0043.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 83 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0043.500.0053.00
0.0043.5010.6153.50
0.0043.5029.9854.00
0.0043.5055.1154.50
0.0043.5084.8355.00
0.0043.50118.5955.50
0.0043.50152.7156.00
0.0043.50177.2956.50
0.0043.50194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 84 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0043.750.0053.00
0.0043.7510.6153.50
0.0043.7529.9854.00
0.0043.7555.1154.50
0.0043.7584.8355.00
0.0043.75118.5955.50
0.0043.75152.7156.00
0.0043.75177.2956.50
0.0043.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 85 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0044.000.0053.00
0.0044.0010.6153.50
0.0044.0029.9854.00
0.0044.0055.1154.50
0.0044.0084.8355.00
0.0044.00118.5955.50
0.0044.00152.7156.00
0.0044.00177.2956.50
0.0044.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 86 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0044.250.0053.00
0.0044.2510.6153.50
0.0044.2529.9854.00
0.0044.2555.1154.50
0.0044.2584.8355.00
0.0044.25118.5955.50
0.0044.25152.7156.00
0.0044.25177.2956.50
0.0044.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 87 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0044.500.0053.00
0.0044.5010.6153.50
0.0044.5029.9854.00
0.0044.5055.1154.50
0.0044.5084.8355.00
0.0044.50118.5955.50
0.0044.50152.7156.00
0.0044.50177.2956.50
0.0044.50194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 88 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0044.750.0053.00
0.0044.7510.6153.50
0.0044.7529.9854.00
0.0044.7555.1154.50
0.0044.7584.8355.00
0.0044.75118.5955.50
0.0044.75152.7156.00
0.0044.75177.2956.50
0.0044.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 89 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0045.000.0053.00
0.0045.0010.6153.50
0.0045.0029.9854.00
0.0045.0055.1154.50
0.0045.0084.8355.00
0.0045.00118.5955.50
0.0045.00152.7156.00
0.0045.00177.2956.50
0.0045.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 90 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0045.250.0053.00
0.0045.2510.6153.50
0.0045.2529.9854.00
0.0045.2555.1154.50
0.0045.2584.8355.00
0.0045.25118.5955.50
0.0045.25152.7156.00
0.0045.25177.2956.50
0.0045.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 91 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0045.500.0053.00
0.0045.5010.6153.50
0.0045.5029.9854.00
0.0045.5055.1154.50
0.0045.5084.8355.00
0.0045.50118.5955.50
0.0045.50152.7156.00
0.0045.50177.2956.50
0.0045.50194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 92 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0045.750.0053.00
0.0045.7510.6153.50
0.0045.7529.9854.00
0.0045.7555.1154.50
0.0045.7584.8355.00
0.0045.75118.5955.50
0.0045.75152.7156.00
0.0045.75177.2956.50
0.0045.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 93 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0046.000.0053.00
0.0046.0010.6153.50
0.0046.0029.9854.00
0.0046.0055.1154.50
0.0046.0084.8355.00
0.0046.00118.5955.50
0.0046.00152.7156.00
0.0046.00177.2956.50
0.0046.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 94 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0046.250.0053.00
0.0046.2510.6153.50
0.0046.2529.9854.00
0.0046.2555.1154.50
0.0046.2584.8355.00
0.0046.25118.5955.50
0.0046.25152.7156.00
0.0046.25177.2956.50
0.0046.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 95 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0046.500.0053.00
0.0046.5010.6153.50
0.0046.5029.9854.00
0.0046.5055.1154.50
0.0046.5084.8355.00
0.0046.50118.5955.50
0.0046.50152.7156.00
0.0046.50177.2956.50
0.0046.50194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 96 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0046.750.0053.00
0.0046.7510.6153.50
0.0046.7529.9854.00
0.0046.7555.1154.50
0.0046.7584.8355.00
0.0046.75118.5955.50
0.0046.75152.7156.00
0.0046.75177.2956.50
0.0046.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 97 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0047.000.0053.00
0.0047.0010.6153.50
0.0047.0029.9854.00
0.0047.0055.1154.50
0.0047.0084.8355.00
0.0047.00118.5955.50
0.0047.00152.7156.00
0.0047.00177.2956.50
0.0047.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 98 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0047.250.0053.00
0.0047.2510.6153.50
0.0047.2529.9854.00
0.0047.2555.1154.50
0.0047.2584.8355.00
0.0047.25118.5955.50
0.0047.25152.7156.00
0.0047.25177.2956.50
0.0047.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 99 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0047.500.0053.00
0.0047.5010.6153.50
0.0047.5029.9854.00
0.0047.5055.1154.50
0.0047.5084.8355.00
0.0047.50118.5955.50
0.0047.50152.7156.00
0.0047.50177.2956.50
0.0047.50194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 100 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0047.750.0053.00
0.0047.7510.6153.50
0.0047.7529.9854.00
0.0047.7555.1154.50
0.0047.7584.8355.00
0.0047.75118.5955.50
0.0047.75152.6856.00
0.0047.75177.2956.50
0.0047.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 101 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0048.000.0053.00
0.0048.0010.6153.50
0.0048.0030.0054.00
0.0048.0055.1154.50
0.0048.0084.8355.00
0.0048.00118.5955.50
0.0048.00152.6856.00
0.0048.00177.2956.50
0.0048.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 102 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0048.250.0053.00
0.0048.2510.6153.50
0.0048.2530.0054.00
0.0048.2555.1154.50
0.0048.2584.8355.00
0.0048.25118.5955.50
0.0048.25152.6856.00
0.0048.25177.2956.50
0.0048.25194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 103 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0048.500.0053.00
0.0048.5010.6153.50
0.0048.5030.3154.00
0.0048.5055.1154.50
0.0048.5084.8355.00
0.0048.50118.5955.50
0.0048.50152.6656.00
0.0048.50177.2956.50
0.0048.50194.3357.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 104 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0048.750.0053.00
0.0048.7510.6153.50
0.0048.7530.0054.00
0.0048.7555.1254.50
0.0048.7584.8355.00
0.0048.75118.5955.50
0.0048.75152.7156.00
0.0048.75177.2956.50
0.0048.75194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 105 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0049.000.0053.00
0.0049.0010.6153.50
0.0049.0030.0054.00
0.0049.0055.1554.50
0.0049.0084.8555.00
0.0049.00118.5955.50
0.0049.00152.7156.00
0.0049.00177.2956.50
0.0049.00194.3657.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 106 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0049.250.0053.00
0.0049.2510.6153.50
0.0049.2530.3754.00
0.0049.2555.1354.50
0.0049.2584.8655.00
0.0049.25118.5955.50
0.0049.25151.4956.00
0.0049.25176.8756.50
0.0049.25194.3357.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 107 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0049.500.0053.00
0.0049.5010.6153.50
0.0049.5030.0054.00
0.0049.5055.0754.50
0.0049.5084.8455.00
0.0049.50118.6155.50
0.0049.50149.5356.00
0.0049.50174.1756.50
0.0049.50191.9457.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 108 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0049.750.0053.00
0.0049.7510.6153.50
0.0049.7530.0054.00
0.0049.7555.1354.50
0.0049.7584.8455.00
0.0049.75118.5955.50
0.0049.75147.4056.00
0.0049.75171.3856.50
0.0049.75188.8157.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 109 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0050.000.0053.00
0.0050.0010.6153.50
0.0050.0030.0054.00
0.0050.0055.1254.50
0.0050.0084.8755.00
0.0050.00118.5955.50
0.0050.00145.1656.00
0.0050.00168.5456.50
0.0050.00185.6857.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 110 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0050.250.0053.00
0.0050.2510.6153.50
0.0050.2530.0054.00
0.0050.2555.1254.50
0.0050.2584.8555.00
0.0050.25118.5955.50
0.0050.25142.7756.00
0.0050.25165.6256.50
0.0050.25182.4357.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 111 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0050.500.0053.00
0.0050.5010.6153.50
0.0050.5030.0054.00
0.0050.5055.1054.50
0.0050.5084.8555.00
0.0050.50118.2255.50
0.0050.50140.2756.00
0.0050.50162.6256.50
0.0050.50179.1557.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 112 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0050.750.0053.00
0.0050.7511.3853.50
0.0050.7530.0054.00
0.0050.7555.1354.50
0.0050.7584.8755.00
0.0050.75116.7955.50
0.0050.75137.6556.00
0.0050.75159.5456.50
0.0050.75175.7857.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 113 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0051.000.0053.00
0.0051.0010.6153.50
0.0051.0030.0354.00
0.0051.0055.0854.50
0.0051.0084.8755.00
0.0051.00114.9455.50
0.0051.00134.9156.00
0.0051.00156.4056.50
0.0051.00172.3357.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 114 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0053.000.0053.00
0.0053.0010.8353.50
0.0053.0029.2554.00
0.0053.0051.0054.50
0.0053.0072.3855.00
0.0053.0091.4555.50
0.0053.00108.0056.00
0.0053.00127.2756.50
0.0053.00141.4857.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Culvert - 2
(no Q: Weir -
Throat,OVERFLOW
CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 115 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: Pond 5
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.0056.500.0053.00
0.0056.500.0053.50
0.0056.500.0054.00
0.0056.500.0054.50
0.0056.500.0055.00
0.0056.500.0055.50
0.0056.500.0056.00
0.0056.500.0056.50
0.0056.5050.8357.00
Contributing Structures
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
(no Q: Weir - Slot,Weir -
Throat,Culvert -
2,OVERFLOW CULVERTS)
Weir - Slot,Weir -
Throat,Culvert - 2 (no Q:
OVERFLOW CULVERTS)
Page 116 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 6 OUTFALL
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.00(N/A)0.0043.00
0.00(N/A)0.6843.50
0.00(N/A)2.0044.00
0.00(N/A)2.7344.50
0.00(N/A)3.3045.00
0.00(N/A)3.7945.50
0.00(N/A)4.2246.00
0.00(N/A)4.6146.50
0.00(N/A)4.9747.00
0.00(N/A)5.3047.50
0.00(N/A)6.6848.00
0.00(N/A)8.9248.50
0.00(N/A)11.7149.00
0.00(N/A)43.8249.50
0.00(N/A)102.3450.00
0.00(N/A)180.3250.50
0.00(N/A)275.7351.00
Contributing Structures
None Contributing
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1 + Weir - SLOT
Orifice - 1 + Weir - SLOT
Orifice - 1 + Weir - SLOT
Orifice - 1 + Weir - SLOT
+ Weir - OVERFLOW
Orifice - 1 + Weir - SLOT
+ Weir - OVERFLOW
Orifice - 1 + Weir - SLOT
+ Weir - OVERFLOW
Orifice - 1 + Weir - SLOT
+ Weir - OVERFLOW
Orifice - 1 + Weir - SLOT
+ Weir - OVERFLOW
Page 117 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND NORTH
Return Event: 100 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.00(N/A)0.0063.00
0.00(N/A)3.1863.50
0.00(N/A)9.0064.00
0.00(N/A)16.5364.50
0.00(N/A)18.3964.61
0.00(N/A)27.1965.00
0.00(N/A)57.8565.50
0.00(N/A)104.8466.00
0.00(N/A)133.0566.26
0.00(N/A)168.7166.50
0.00(N/A)267.5667.00
Contributing Structures
Weir -SLOT
Weir -SLOT
Weir -SLOT
Weir -SLOT
Weir -SLOT
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW +
EXISTING GRASS
OVERFLOW
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW +
EXISTING GRASS
OVERFLOW
Weir -SLOT + EXISTING
CULVERTS + PROPOSED
WEIR OVERFLOW +
EXISTING GRASS
OVERFLOW
Page 118 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 4
Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft57.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.320Volume (Starting)35Maximum Iterations
ft³/s0.59Outflow (Starting)hours0.050ICPM Time Step
1.28760.0112.400
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
22.5312.400Pond Outflow...
43.6712.150Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward3.785
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward3.844Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.320Volume (Initial ICPM)
ac-ft3.844Volume (Total In ICPM)
ac-ft3.785Volume (Total Out ICPM)
ac-ft0.378Volume (Ending)
ft57.22Elevation (Ending)
ac-ft0.001Difference
%0.0
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 119 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 5
Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft53.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)35Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.050ICPM Time Step
14.32356.1112.750
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
145.7312.500Pond Outflow...
361.8612.100Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward93.276
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward97.893Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft97.893Volume (Total In ICPM)
ac-ft93.276Volume (Total Out ICPM)
ac-ft4.483Volume (Ending)
ft54.05Elevation (Ending)
ac-ft0.135Difference
%0.1
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 120 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 6
Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft43.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)35Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.050ICPM Time Step
48.87951.0012.950
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
275.7312.950Pond Outflow...
744.7912.300Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward126.974
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward166.404Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft166.404Volume (Total In ICPM)
ac-ft126.974Volume (Total Out ICPM)
ac-ft39.289Volume (Ending)
ft49.53Elevation (Ending)
ac-ft0.141Difference
%0.1
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 121 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Scenario: Post-Development 100 year, 24 hr
Storm Event: 24 hr (15.84")Label: POND 7 (EX NORTH) (IN)
Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft63.00Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
hours0.050Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s133.86Flow (Peak In)hours12.350Time to Peak (Flow, In)
ft³/s123.53Flow (Peak Outlet)hours12.450Time to Peak (Flow, Outlet)
ft66.17Elevation (Water Surface,
Peak)
ac-ft2.449Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft68.458Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft67.243Volume (Total Outlet
Outflow)
ac-ft1.129Volume (Retained)
ac-ft-0.087Volume (Unrouted)
%0.1Error (Mass Balance)
Page 122 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
CM-OFFSITE WEST MIDDLE (Runoff CN-Area, 100 years (Pre-Development 100
year, 24 hr))...57
CM-OFFSITE WEST MIDDLE (Runoff CN-Area, 100 years (Post-Development 100
year, 24 hr))...56
CM-EAST ALL (Unit Hydrograph Summary, 100 years (Pre-Development 100 year,
24 hr))...70, 71
CM-EAST ALL (Time of Concentration Calculations, 100 years (Pre-Development
100 year, 24 hr))...32, 33
CM-EAST ALL (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...55
CM-DIRECT WEST (Unit Hydrograph Summary, 100 years (Pre-Development 100
year, 24 hr))...68, 69
CM-DIRECT WEST (Unit Hydrograph Summary, 100 years (Post-Development 100
year, 24 hr))...66, 67
CM-DIRECT WEST (Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr))...30, 31
CM-DIRECT WEST (Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr))...28, 29
CM-DIRECT WEST (Runoff CN-Area, 100 years (Pre-Development 100 year, 24
hr))...54
CM-DIRECT WEST (Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr))...53
CM-DIRECT SOUTH (Unit Hydrograph Summary, 100 years (Pre-Development 100
year, 24 hr))...64, 65
CM-DIRECT SOUTH (Unit Hydrograph Summary, 100 years (Post-Development 100
year, 24 hr))...62, 63
CM-DIRECT SOUTH (Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr))...26, 27
CM-DIRECT SOUTH (Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr))...24, 25
CM-DIRECT SOUTH (Runoff CN-Area, 100 years (Pre-Development 100 year, 24
hr))...52
CM-DIRECT SOUTH (Runoff CN-Area, 100 years (Post-Development 100 year, 24
hr))...51
CM-9 (Time of Concentration Calculations, 100 years (Post-Development 100 year,
24 hr))...21, 22, 23
CM-9 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...50
CM-8 (Time of Concentration Calculations, 100 years (Post-Development 100 year,
24 hr))...19, 20
CM-8 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...49
CM-7 (Time of Concentration Calculations, 100 years (Post-Development 100 year,
24 hr))...15, 16, 17, 18
CM-7 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...48
CM-11 (Time of Concentration Calculations, 100 years (Post-Development 100
year, 24 hr))...12, 13, 14
CM-11 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...47
CM-10 (Time of Concentration Calculations, 100 years (Post-Development 100
year, 24 hr))...10, 11
CM-10 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...46
C
Index
Page 123 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
SCS NOAA ATLAS 14 (TYPE III) (Time-Depth Curve, 100 years (Pre-Development
100 year, 24 hr))...8, 9
SCS NOAA ATLAS 14 (TYPE III) (Time-Depth Curve, 100 years (Post-Development
100 year, 24 hr))...6, 7
S
POND NORTH (Composite Rating Curve, 100 years (Post-Development 100 year,
24 hr))...118
POND 7 (EX NORTH) (IN) (Level Pool Pond Routing Summary, 100 years (Post-
Development 100 year, 24 hr))...122
POND 6 OUTFALL (Composite Rating Curve, 100 years (Post-Development 100
year, 24 hr))...117
POND 6 (Interconnected Pond Routing Summary, 100 years (Post-Development
100 year, 24 hr))...121
POND 5 (Interconnected Pond Routing Summary, 100 years (Post-Development
100 year, 24 hr))...120
Pond 5 (Composite Rating Curve, 100 years (Post-Development 100 year, 24
hr))...82, 83, 84, 85, 86, 87, 88, 89, 90, 91, 92, 93, 94, 95, 96, 97, 98, 99, 100,
101, 102, 103, 104, 105, 106, 107, 108, 109, 110, 111, 112, 113, 114, 115, 116
POND 4- CONCRETE FLUME (Composite Rating Curve, 100 years (Post-
Development 100 year, 24 hr))...72, 73, 74, 75, 76, 77, 78, 79, 80, 81
POND 4 (Interconnected Pond Routing Summary, 100 years (Post-Development
100 year, 24 hr))...119
P
Master Network Summary...2, 3, 4, 5
M
CM-WEST OFFSITE NORTH (Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr))...44, 45
CM-WEST OFFSITE NORTH (Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr))...42, 43
CM-WEST OFFSITE NORTH (Runoff CN-Area, 100 years (Pre-Development 100
year, 24 hr))...61
CM-WEST OFFSITE NORTH (Runoff CN-Area, 100 years (Post-Development 100
year, 24 hr))...60
CM-OFFSITE WEST -SOUTH (Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr))...40, 41
CM-OFFSITE WEST -SOUTH (Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr))...38, 39
CM-OFFSITE WEST -SOUTH (Runoff CN-Area, 100 years (Pre-Development 100
year, 24 hr))...59
CM-OFFSITE WEST -SOUTH (Runoff CN-Area, 100 years (Post-Development 100
year, 24 hr))...58
CM-OFFSITE WEST MIDDLE (Time of Concentration Calculations, 100 years (Pre-
Development 100 year, 24 hr))...36, 37
CM-OFFSITE WEST MIDDLE (Time of Concentration Calculations, 100 years (Post-
Development 100 year, 24 hr))...34, 35
Page 124 of 12427 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
Bentley PondPack CONNECT Edition
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.ppc
Page 10 of 11
APPENDIX D
Closed System Analysis
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
FlexTable: Catch Basin Table
Spread / Top
Width
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
InletLabel
4.4109.39109.39108.45112.45S1A1
5.169.5669.5668.5073.50YIA2
6.088.7888.7887.7091.70S1A3
5.4109.37109.37108.35112.45S1B1
5.766.7366.7363.7967.79S1B2
6.288.8088.8086.7091.70S1B3
5.1102.45102.45100.20106.63S1C1
5.356.1056.1055.0559.05S1C2
5.780.3980.3979.5983.59S1C3
3.650.1850.1849.0559.05S1D2
4.689.2289.2286.8794.68S1E1
3.978.8478.8476.4581.95S1G1
4.964.7264.7262.2267.72S1I1
7.163.7763.7760.7366.23S1J1
6.167.6267.6266.8170.81S1J2
7.558.7958.7956.0466.04S1K1
7.0113.80113.80113.00117.00S1L2
4.0103.24103.24102.60106.61S1M1
5.3113.69113.69112.70116.70S1M2
6.0108.30108.30107.00112.00YIN1
5.0112.72112.72111.38115.44S1N2
3.9104.00104.00102.32109.52S1O2
8.0104.11104.11100.76105.76S1P1
3.688.7088.7086.5893.46S1P2
4.7102.96102.96100.35105.10S1Q1
5.480.0380.0377.7883.28S1Q2
5.6104.12104.12101.76105.76S1R1
4.5102.96102.96101.10105.10S1S1
5.972.7872.7870.4876.48S1S2
4.391.2891.2890.6394.63S1T1
6.072.0672.0669.6775.67S1T2
5.294.6194.6193.5097.50YIU1
7.2112.77112.77111.48115.48S1V2
3.389.2489.2487.0092.65S1W1
3.9103.99103.99103.51107.51S1W2
4.089.2189.2188.6592.65S1X1
5.0104.04104.04102.52107.52S1X2
4.578.8678.8677.4881.48S1Y1
5.1104.02104.02102.40109.50S1Y2
6.564.6064.6063.7267.72S1Z1
5.288.9888.9888.2392.23S1Z2
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
12/14/2020
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.stsw
FlexTable: Catch Basin Table
Spread / Top
Width
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
InletLabel
488.4888.4887.0491.04S1A1
173.9373.9372.4978.49S1A2
076.9176.9175.8081.80YIA3
488.5188.5187.1491.03S1B1
175.0175.0174.5978.49S1B2
582.2782.2781.1585.15YIB3
180.7380.7378.2286.22S1C1
164.1264.1262.1669.18S1C2
185.7685.7685.2989.29S1C3
0105.94105.94104.89109.32<None>CB-46
291.6191.6190.6894.68S1CB-48
174.0274.0271.2779.27S1D1
164.0664.0662.7868.28S1D2
184.5184.5182.2989.29S1D3
164.1564.1561.1769.17S1E1
164.7664.7664.3868.28S1E2
185.1185.1183.6189.61S1E3
159.1259.1256.1162.11S1F1
159.4259.4258.2262.12S1F2
790.3490.3488.8892.62YIF3
158.7658.7655.4060.40S1G1
152.4852.4851.6155.51S1G2
4106.86106.86105.41109.31S1G3
358.6158.6155.2060.20S2H1
3106.83106.83105.31109.31S1H3
555.3455.3452.2460.24S1I1
3101.79101.79100.50104.40S1I3
150.7450.7445.5155.51S1J1
1101.74101.74100.40104.40S1J3
193.5893.5891.8797.87S1K3
696.1796.1794.8298.72YIL3
087.8387.8385.9791.97<None>M3
188.8588.8586.9993.99S1N3
489.6089.6088.4393.99S1O3
189.6489.6488.5593.55S1P3
189.9389.9389.5593.55S1Q3
561.5361.5360.5564.55YIU2
466.6766.6765.6071.60YIU4
166.5666.5665.9669.96S1V2
482.2182.2179.7286.22S1W1
366.1666.1664.9669.96S1W2
182.6382.6380.4286.92S1X1
573.0673.0672.0576.05YIX2
183.3583.3582.9286.92S1Y1
176.8476.8476.2480.24S1Y2
173.7973.7972.3779.27S1Z1
576.5276.5275.2480.24S1Z2
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/9/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 MIDDLE BASIN.stsw
FlexTable: Catch Basin Table
Spread / Top
Width
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
InletLabel
260.3160.3158.6562.65S1A4
257.0257.0254.6662.66S1B4
051.8551.8547.7157.71<None>C4
662.7362.7361.1365.13YICB-19
096.1996.1994.8999.89<None>F4
198.5598.5597.25102.60S1G4
298.6598.6597.35102.59S1H4
198.6998.6997.47101.47S1I4
198.6998.6997.57101.47S1J4
293.7593.7592.0696.06S1R3
193.5093.5091.9495.94S1S3
382.1482.1479.7585.25S1T3
687.0687.0685.2191.21YIT4
282.4782.4781.6585.65S1U3
077.6377.6375.6583.65<None>V3
173.3273.3272.6776.67S1W3
169.8069.8067.7375.73S1X3
159.2659.2656.9164.91S1Y3
160.2160.2158.5364.91S1Z3
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/9/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 NORTH BASIN.stsw
FlexTable: Catch Basin Table
Spread / Top
Width
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
InletLabel
250.3650.3647.6951.69S1H2
350.7150.7147.1051.10S2I2
551.4251.4248.0051.89YIJ2
150.3050.3044.8951.29S1K1
254.5554.5552.1756.84S1K2
182.2882.2879.1983.07S1K4
350.6550.6545.6051.10S2L1
155.0555.0552.2956.29S1L2
181.5581.5579.0983.07S1L4
151.3551.3546.8651.86S1M1
155.0855.0852.3956.29S1M2
062.9362.9360.5764.47S1M4
152.0052.0048.3356.41S1N1
062.2862.2860.4864.48S1N4
152.3652.3649.2358.68S1O1
354.1254.1252.7456.74S2O2
060.8460.8459.4263.42<None>O4
352.6152.6149.9556.74S2P1
357.3557.3555.9460.94S1P2
157.3057.3054.0558.36S1P4
052.7252.7250.3957.01<None>Q1
560.1260.1259.2963.29YIQ2
257.3757.3754.1558.15S1Q4
052.8352.8350.7559.43<None>R1
157.5757.5757.0461.04S1R2
056.1656.1653.1957.19<None>R4
052.9152.9150.9459.86<None>S1
459.3859.3858.3562.35S1S2
066.1966.1962.2166.21S1S4
052.9752.9751.3659.00<None>T1
259.4059.4058.4562.45S1T2
253.1753.1751.6856.00S1U1
153.2053.2052.0056.00S1V1
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/10/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 SOUTH BASIN.stsw
FlexTable: Manhole Table
Hydraulic Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Elevation (Invert
in 1)
(ft)
Elevation (Rim)
(ft)
Label
97.5797.5795.63100.63D1
87.5287.5285.1790.67F1
69.0969.0966.7172.21H1
77.2577.2575.0080.77R2
104.29104.29103.00108.00O1
89.4189.4187.4592.45V1
66.8566.8564.9668.96K2
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
12/14/2020
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.stsw
FlexTable: Conduit Table
Slope
(%)
Invert Out
(ft)
Invert In
(ft)
Diameter
(in)
Length
(ft)
Pipe
-0.385108.45108.3518.026.01
4.970100.20108.3518.0164.02
2.67395.63100.2024.0171.03
5.65286.8795.6324.0155.04
1.88985.1786.8730.090.05
4.07576.4585.1730.0214.06
3.76166.7176.4530.0259.07
3.45462.2266.7130.0130.08
4.02760.7362.2230.037.09
0.69760.5060.7336.033.010
6.49550.0056.0436.093.011
0.385102.50102.6018.026.012
3.030103.00107.0024.0132.013
11.200100.76103.0024.020.014
0.304100.35100.7624.0135.015
0.405100.20100.3524.037.016
3.846100.76101.7618.026.017
2.885100.35101.1018.026.018
0.50090.5090.6318.026.019
4.58387.4593.5018.0132.020
0.33687.0087.4524.0134.021
0.31786.8787.0030.041.022
6.34687.0088.6518.026.023
3.81576.4577.4812.027.024
5.76962.2263.7218.026.025
2.77163.7968.5018.0170.026
1.71960.7363.7918.0178.027
1.62563.7964.9618.072.028
0.38554.9555.0518.026.029
1.41948.0049.0518.074.030
0.600112.70113.0018.050.035
1.119111.38112.7018.0118.036
3.190102.32111.3818.0284.037
4.58986.58102.3230.0343.038
3.16577.7886.5830.0278.039
2.69975.0077.7830.0103.040
3.47770.4875.0030.0130.041
1.76169.6770.4836.046.042
4.56160.0069.6736.0212.043
0.323111.38111.4818.031.044
3.808102.52103.5118.026.045
0.316102.40102.5224.038.046
0.308102.32102.4030.026.048
3.84686.7087.7018.026.049
0.31686.5886.7024.038.050
4.02486.5888.2318.041.051
6.46477.7879.5918.028.052
1.25964.9666.8118.0147.053
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
12/14/2020
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS WEST.stsw
FlexTable: Conduit Table
MaterialSlope
(ft/ft)
Invert Out
(ft)
Invert In
(ft)
Diameter
(in)
Length
(ft)
Pipe
Concrete0.00387.0487.1424.0291
Concrete0.01782.2287.0424.02832
Concrete0.02171.2778.2236.03253
Concrete0.03261.1771.2736.03204
Concrete0.02356.1161.1742.02255
Concrete0.00655.4056.1148.01236
Concrete0.00555.2055.4048.0407
Concrete0.00455.0055.2048.0518
Concrete0.03545.5152.2448.01929
Concrete0.01943.0045.5148.013210
Concrete0.00351.5151.6118.02943
Concrete0.03461.1762.1630.02944
Concrete0.01662.1662.7824.03945
Concrete0.05562.7864.3818.02946
Concrete0.01862.7864.9624.012347
Concrete0.03464.9665.9618.02948
Concrete0.03964.9665.6018.01749
Concrete0.05065.6072.0518.012950
Concrete0.05278.2279.7236.02959
Concrete0.01879.7280.4236.03960
Concrete0.08780.4282.9218.02961
Concrete0.07272.4974.5918.02962
Concrete0.00372.3772.4930.03963
Concrete0.01580.4282.2930.012664
Concrete0.08082.2983.6124.01765
Concrete0.03983.6188.8824.013766
Concrete0.04175.8081.1518.013267
Concrete0.04484.0085.2924.02968
Concrete0.03475.2476.2418.02969
Concrete0.03475.2475.8018.01770
Concrete0.02272.4975.2424.012371
Concrete0.03871.2772.3730.02972
Concrete0.07356.1158.2218.02973
Concrete0.02458.2260.5524.09974
Concrete0.02682.2985.9730.014286
Concrete0.02685.9786.9930.03987
Concrete0.05086.9988.4318.02988
Concrete0.00388.4388.5518.03989
Concrete0.02193.8794.8218.04690
Concrete0.003100.40100.5018.02991
Concrete0.004105.31105.4118.02692
Concrete0.03986.9991.8724.012693
Concrete0.03491.87100.4018.024894
Concrete0.003104.89105.3118.014095
Concrete0.03488.5589.5518.02997
Concrete0.021100.40104.8918.0219CO-1
Concrete0.01887.0490.6818.0208CO-5
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/9/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 MIDDLE BASIN.stsw
FlexTable: Conduit Table
MaterialSlope
(ft/ft)
Invert Out
(ft)
Invert In
(ft)
Diameter
(in)
Length
(ft)
Pipe
Concrete0.00397.4797.5718.02951
Concrete0.00397.3597.4718.03952
Concrete0.00397.2597.3524.02953
Concrete0.06094.8997.2524.03954
Concrete0.01492.0694.8924.020355
Concrete0.00491.9492.0624.03056
Concrete0.04585.2191.9424.014857
Concrete0.03779.7585.2124.014858
Concrete0.00479.5079.7530.06476
Concrete0.01081.2581.6518.04077
Concrete0.02371.7372.6718.04078
Concrete0.00458.4058.5330.02979
Concrete0.00358.5358.6530.03980
Concrete0.03254.6656.9130.06981
Concrete0.01951.7154.6630.015282
Concrete0.04743.0047.7130.010183
Concrete0.03467.7375.6530.023684
Concrete0.02260.7067.7330.032385
Concrete-0.02061.1358.6518.0121CO-2
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/9/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 NORTH BASIN.stsw
FlexTable: Conduit Table
MaterialSlope
(ft/ft)
Invert Out
(ft)
Invert In
(ft)
Diameter
(in)
Length
(ft)
Pipe
Concrete0.00544.8945.6048.014511
Concrete0.00845.6046.8642.015512
Concrete0.00846.8648.3342.018013
Concrete0.00348.3349.2342.029814
Concrete0.00349.2349.9542.023815
Concrete0.00349.9550.3936.014616
Concrete0.00350.3950.7536.012017
Concrete0.00350.7550.9436.06318
Concrete0.00350.9451.3630.013919
Concrete0.00351.3651.6824.010520
Concrete0.00351.6852.0018.010521
Concrete0.03950.9455.9424.012922
Concrete0.02255.9459.2918.014923
Concrete0.03255.9457.0418.03424
Concrete0.01055.9458.3518.024025
Concrete0.00358.3558.4518.03426
Concrete0.02652.0052.7418.02927
Concrete0.00552.0052.1724.03729
Concrete0.00352.1752.2924.03930
Concrete0.00352.2952.3918.02931
Concrete0.00752.2953.1924.013132
Concrete0.00753.1954.0524.012933
Concrete0.00354.0554.1518.03334
Concrete0.01854.0559.4224.029735
Concrete-0.01760.4859.4218.06336
Concrete0.00360.4860.5718.02937
Concrete0.01260.5762.2118.014138
Concrete0.02446.8648.0024.04839
Concrete0.01846.5947.1018.02940
Concrete0.00547.5047.6918.04041
Concrete0.01643.0044.8948.011842
Concrete0.00379.0979.1918.02998
Concrete0.18679.1982.1718.016CO-3
Concrete0.00679.0079.0918.016CO-4
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/10/2021
StormCAD CONNECT Edition
[10.02.01.04]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS POND 6 SOUTH BASIN.stsw
Page 11 of 11
APPENDIX E
Drainage Swales Analysis
flj Dewberry·
Dewberry Engineers Inc.
25353 Friendship Road
Daphne, AL 36526
251 ,990.9950
251 .990,9910 fax
www.dewberry.com
Trapezoidal Channel (FAIRHOPE FALLS PH 5 SWALES.fm8)
Normal Depth
(in)
Channel Slope
(ft/ft)
Roughness
Coefficient
Friction MethodSolve ForLabel
7.30.0250.030Manning FormulaNormal DepthSWALE A
11.00.0050.030Manning FormulaNormal DepthSWALE B
9.90.0030.030Manning FormulaNormal DepthSWALE C
5.80.0200.030Manning FormulaNormal DepthSWALE D
Wetted
Perimeter
(ft)
Flow Area
(ft²)
Discharge
(cfs)
Bottom Width
(ft)
Right Side Slope
(H:V)
Left Side Slope
(H:V)
6.82.913.013.003.0003.000
8.85.313.013.003.0003.000
8.24.58.143.003.0003.000
6.02.17.533.003.0003.000
Velocity Head
(ft)
Velocity
(ft/s)
Critical Slope
(ft/ft)
Critical Depth
(in)
Top Width
(ft)
Hydraulic Radius
(in)
0.314.440.0178.06.655.1
0.092.460.0178.08.517.2
0.051.820.0196.17.936.6
0.193.520.0195.95.894.3
MessagesNotesFlow TypeFroude NumberSpecific Energy
(ft)
Supercritical1.1780.91
Subcritical0.5521.01
Subcritical0.4250.87
Supercritical1.0280.67
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
FlowMaster
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS PH 5 SWALES.fm8
FAIRHOPE FALLS PH 6-9 SWALES
Normal Depth
(in)
Channel Slope
(ft/ft)
Roughness
Coefficient
Friction MethodSolve ForLabel
6.60.0120.030Manning FormulaNormal DepthSWALE E
8.20.0220.030Manning FormulaNormal DepthSWALE F
8.20.0290.030Manning FormulaNormal DepthSWALE G
6.10.0230.030Manning FormulaNormal DepthSWALE H
5.50.0110.030Manning FormulaNormal DepthSWALE I
7.80.0150.030Manning FormulaNormal DepthSWALE J
6.40.0170.030Manning FormulaNormal DepthSWALE K
5.70.0260.030Manning FormulaNormal DepthSWALE L
1.50.0260.030Manning FormulaNormal DepthSWALE M
6.00.0150.030Manning FormulaNormal DepthSWALE N
4.70.0360.030Manning FormulaNormal DepthSWALE O
1.50.0360.030Manning FormulaNormal DepthSWALE P
3.70.4200.030Manning FormulaNormal DepthSWALE Q
6.90.0300.030Manning FormulaNormal DepthSWALE R
8.00.0280.030Manning FormulaNormal DepthSWALE S
2.00.0220.030Manning FormulaNormal DepthSWALE T
Wetted
Perimeter
(ft)
Flow Area
(ft²)
Discharge
(cfs)
Bottom Width
(ft)
Right Side Slope
(H:V)
Left Side Slope
(H:V)
6.52.67.533.003.0003.000
7.33.415.323.003.0003.000
7.33.517.753.003.0003.000
6.22.38.833.003.0003.000
5.92.05.033.003.0003.000
7.13.211.453.003.0003.000
6.42.48.333.003.0003.000
6.02.18.333.003.0003.000
3.80.40.783.003.0003.000
6.22.26.843.003.0003.000
5.51.66.843.003.0003.000
3.80.40.873.003.0003.000
4.91.214.853.003.0003.000
6.72.713.053.003.0003.000
7.23.316.343.003.0003.000
4.10.61.213.003.0003.000
Velocity Head
(ft)
Velocity
(ft/s)
Critical Slope
(ft/ft)
Critical Depth
(in)
Top Width
(ft)
Hydraulic Radius
(in)
0.132.940.0195.96.314.7
0.314.450.0178.77.105.7
0.415.120.0179.57.125.7
0.233.840.0196.46.054.4
0.102.530.0204.65.734.1
0.203.580.0187.46.885.4
0.183.420.0196.26.184.6
0.243.940.0196.25.864.2
0.051.840.0281.53.751.3
0.143.050.0195.65.994.4
0.274.190.0195.65.353.6
0.072.130.0271.63.731.3
Page 1 of 227 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
FlowMaster
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS PH 6-9 SWALES.fm8
FAIRHOPE FALLS PH 6-9 SWALES
Velocity Head
(ft)
Velocity
(ft/s)
Critical Slope
(ft/ft)
Critical Depth
(in)
Top Width
(ft)
Hydraulic Radius
(in)
2.4112.450.0178.64.832.9
0.354.760.0178.06.474.9
0.384.930.0179.06.985.5
0.062.040.0261.94.011.7
MessagesNotesFlow TypeFroude NumberSpecific Energy
(ft)
Subcritical0.8120.69
Supercritical1.1250.99
Supercritical1.2921.09
Supercritical1.0990.74
Subcritical0.7590.55
Subcritical0.9260.85
Subcritical0.9600.71
Supercritical1.1560.72
Subcritical0.9620.18
Subcritical0.8800.64
Supercritical1.3380.66
Supercritical1.1330.19
Supercritical4.4172.71
Supercritical1.2900.93
Supercritical1.2621.04
Subcritical0.9350.23
Page 2 of 227 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/13/2021
FlowMaster
[10.00.00.02]
Bentley Systems, Inc. Haestad Methods Solution
CenterFAIRHOPE FALLS PH 6-9 SWALES.fm8
INDEX
1. CONTACT INFORMATION
2. VICINITY MAP
3. STORM WATER FACILITY MAINTENANCE AGREEMENT
CITY OF FAIRHOPE, ALABAMA
4. EXHIBIT A - LEGAL DESCRIPTION OF PROPERTY
5. EXHIBIT B – COPY OF PLAT
6. EXHIBIT C – MAINTINANCE PLAN
7. EXHIBIT D – MAINTENANCE CHECKLISTS
CONTACT INFORMATION
OWNER
ENTITY NAME: 68V Paydirt, LLC.
CONTACT PERSON: Nathan Cox
ADDRESS: 29891 Woodrow Lane, Spanish Fort, AL 36527
TELEPHONE NO.: 251-625-1198
ENGINEER
ENTITY NAME: Dewberry Engineers, Inc.
CONTACT PERSON: Jason Estes, P.E.
ADDRESS: 25353 Friendship Road, Daphne, Alabama 36526
TELEPHONE NO.: 251-929-9789
VICINITY
MAP
DLF SILVERHILL
CU, S,
1 ~ 6 B,rci'YtCh
0 0 0
~ I
I
I
I
8, 2 I 0
I
~ I
0
0 S/7:Ei
7 8
0
t -----------
City of Fairhope, Alabama
Storm Water Facility Maintenance Agreement
THIS STORM WATER FACILITY MAINTENANCE AGREEMENT (this “Agreement”) is
made, executed and entered into this _____ day of _________________, 2020, by
______________________________ (hereinafter called “Landowner”), to and for the benefit of the City of
Fairhope, Alabama, a municipal corporation organized under the laws of the State of Alabama (hereinafter
called the “City”).
Recitals:
WHEREAS, Landowner is the owner of that certain real property located in Baldwin County,
Alabama and more particularly described on Exhibit “A” attached hereto and by reference made a part
hereof (the “Property”);
WHEREAS, Landowner is in the process and constructing and developing a subdivision on the
Property to be known as FAIRHOPE FALLS, PHASE 7 (the “Subdivision”);
WHEREAS, Landowner has applied with the City for preliminary plat approval for the plat of the
Subdivision, a copy of which is attached hereto as Exhibit “B” (the “Plat”);
WHEREAS, as a condition to the preliminary approval of the Plat, the City requires the
construction and improvement of certain storm water management facilities as shown and referenced on the
Plat and/or otherwise approved by the City in writing (the “Facilities”);
WHEREAS, as a further condition to the approval of the Plat, the City requires that the Facilities
be constructed and adequately maintained by Landowner, its successors and assigns, including any
homeowners association formed by Landowner for purposes of managing and maintaining any common
areas of the Subdivision (the “Association”);
Agreement:
NOW THEREFORE, for and in consideration of the premises and other good and valuable
consideration, the receipt, adequacy and sufficiency of which are hereby acknowledged, Landowner and
the City, intending to be legally bound, hereby covenant and agree as follows:
1. Landowner shall construct and improve the Facilities strictly in accordance with the plans
and specifications therefor (a) set forth on the Plat and/or (b) otherwise approved by the City in writing.
Landowner acknowledges and agrees that the completion of construction of the Facilities is a condition to
the City’s final approval of the Plat; provided, however, that in the event the City allows Landowner to
provide a bond or other guarantee of completion of the Facilities, the Facilities shall be completed at least
thirty (30) days prior to the expiration of said bond or other guarantee.
2. Landowner shall maintain the Facilities in such condition that the Facilities properly
operate, function and perform (as designed by a professional engineer) for their intended purpose(s), which
maintenance shall include, at a minimum, all maintenance required by all laws and ordinances of the City,
the maintenance plan attached hereto as Exhibit “C”, all items set forth on the Maintenance Checklist
(hereinafter defined), and such other maintenance as is customary in Baldwin County, Alabama with
respect to substantially similar stormwater management facilities. As used herein, the term “Facilities”
shall include, without limitation, all pipes, channels or other conveyances built to convey storm water to the
Facilities, as well as all storm water structures, improvements, and vegetation provided to control the
quantity and quality of storm water that discharges from the Property. In connection with Landowner’s
maintenance of the Facilities, Landowner shall follow and comply with the Storm Water Structural Control
Maintenance Checklists attached hereto as Exhibit “D” and incorporated herein by reference
(“Maintenance Checklist”).
3. Landowner shall inspect the Facilities and submit an inspection report every five years.
Said inspections shall be conducted at the sole expense of Landowner by a professional engineer registered
in the State of Alabama and reasonably acceptable to the City and which inspection report shall be certified
by said engineer to the City, which form of certification shall be reasonably acceptable to the City. The
first inspection report is due by December 31st of the fifth year after completion of construction of the
Facilities and subsequent inspection reports are due by December 31st of every successive fifth year
thereafter. Each inspection report shall detail the then-current state of effectiveness of the Facilities and
shall note any deficiencies in the Facilities and/or any portion or component thereof. The purpose of the
inspection reports is to assure safe and proper operation and functioning of the Facilities.
4. Landowner hereby grants an irrevocable license to the City and its authorized agents and
employees to enter upon the Property and to inspect the Facilities whenever the City deems necessary. The
City shall provide Landowner copies of any inspection findings of the City. In the event the City finds any
deficiencies in the Facilities, whether as a result of the inspection reports required under Paragraph 3 hereof
or as a result of a City inspection conducted in accordance with this Paragraph, the City shall have the right,
but not the obligation, to issue a written notice to Landowner of any such deficiencies. In the event the
City issues any such deficiency notice, Landowner shall cure any such deficiencies within the time set forth
for such deficiencies required by applicable law (whether federal, state, local or otherwise) and in any event
within thirty (30) days of its receipt of such notice.
5. In the event Landowner fails to maintain the Facilities in good working condition
acceptable to the City and in accordance with the terms and conditions hereof, the City shall have the right,
but not the obligation, to enter upon the Property and take whatever steps are necessary to correct and bring
the Facilities into good working condition and to charge the costs of such repairs to Landowner; provided,
however, that in no event shall the foregoing be construed as to allow the City to erect any structure of
permanent nature on the Property outside of the easement or other areas for the Facilities as shown on the
Plat. It is expressly understood and agreed that the City is under no obligation to maintain or repair the
Facilities and in no event shall this Agreement be construed to impose any such obligation on the City.
6. In the event the City pursuant to this Agreement, performs work of any nature, or
expends any funds in performance of said work for labor, use of equipment, supplies, materials, and the
like, Landowner shall reimburse the City for all such costs and expenses within thirty (30) days of
Landowner’s receipt of the City’s written demand therefor. Any sums not reimbursed to the City within
said thirty (30) day period shall accrue interest at the rate of twelve percent (12%) per annum.
7. In the event of the employment of an attorney for the collection of any amount due
hereunder or for the institution of any valid suit for the enforcement of any of the terms and conditions
hereof, or on account of or for any other reason in connection herewith, Landowner covenants and agrees to
pay and reimburse the City for its reasonable attorney’s fees incurred in connection therewith.
8. This Agreement imposes no liability of any kind whatsoever on the City and Landowner
covenants and agrees to defend, indemnify and hold the City harmless from and against any and all
liability, loss, cost, damage and expense (including reasonable attorney’s fees) in the event the Facilities
fail to operate properly, whether as a result of improper design, maintenance or otherwise.
9. This Agreement shall be recorded in the records of the Probate Court of Baldwin County,
Alabama and shall constitute a covenant running with the land and shall be binding on Landowner and its
successors and assigns with regard to any interest in the Property, including, without limitation, the
Association. It is expressly contemplated hereby that Landowner may convey the Facilities to the
Association in which event the Association shall be obligated to perform all duties and obligations of
“Landowner” hereunder.
10. Landowner represents and warrants to the City that Landowner is the sole and absolute
owner of the Property and is properly authorized to enter into this Agreement.
11. This Agreement shall be construed in accordance with the laws of the State of Alabama.
12. This Agreement may be executed in multiple counterparts by original or facsimile
signatures, and each such counterpart shall be considered an original, but all of which together shall
constitute one and the same agreement.
13. In the event of a default by Landowner hereunder, the City shall be entitled to all rights
and remedies provided under applicable state law, including the right of specific performance.
14. This Agreement shall be binding upon and inure to the benefit of the parties hereto and
their respective successors and assigns.
15. This Agreement shall not be construed more strictly against one party than against the
other merely by virtue of the fact that it may have been prepared by counsel for one of the parties, it being
recognized that all parties have contributed substantially and materially to the preparation of this
Agreement.
16. Each notice, request, and communication required under this Agreement shall be in
writing. It will be deemed to have been received: (i) on personal delivery; (ii) on the second business day
after its deposit for overnight delivery with a recognized overnight delivery service; (iii) if by facsimile, on
receipt of electronic confirmation of its receipt (but only if the facsimile is followed by delivery by United
States mail); or (iv) if mailed, on actual receipt (but only if sent by registered or certified mail, with return
receipt requested, addressed to the other party’s address below):
If to the City: City of Fairhope, Alabama
Attn: Planning Director
555 South Section Street
Fairhope, Alabama 36532
If to Landowner: __________________________
Attn:_____________________
__________________________
__________________________
Any party hereto may change its address for notice hereunder by giving notice to the other party in
accordance with the foregoing. Any such change in address shall be effective ten (10) days following
receipt of such notice by the receiving party.
17. Time is of the essence with respect to each obligation of the parties hereto under this
Agreement.
18. The foregoing constitutes the entire agreement between the parties with respect to the
subject matter hereof and may not be modified or amended except in a writing signed by all of the parties
hereto. To the extent that this Agreement differs in any manner whatsoever from prior written or oral
agreements regarding the subject matter hereof, or from any documents which are attached hereto, the
terms and conditions of this Agreement shall control.
[Remainder of Page Intentionally Left Blank]
IN WITNESS WHEREOF, Landowner have caused this Agreement to be executed by and
through its duly authorized representatives effective as of the date first set forth above.
LANDOWNER:
[Insert name of Landowner]
By:______________________________________
Name:______________________________
As Its:_____________________________
STATE OF ______________:
COUNTY OF ____________:
I, the undersigned Notary Public in and for said County in said State, hereby certify that
___________________, whose name as ___________ of ____________________________, a
___________________, is signed to the foregoing instrument and who is known to me, acknowledged
before me on this day that, being informed of the contents of the instrument, he/she, as such
_____________ and with full authority, executed the same voluntarily on the day the same bears date for
and as the act of said _________________________.
Given under my hand and official notarial seal this ____ day of __________, 2020.
{SEAL} __________________________________________
NOTARY PUBLIC
My Commission Expires:___________________
EXHIBIT A
FAIRHOPE FALLS, PHASE 7
LEGAL DESCRIPTION
FAIRHOPE FALLS, PHASE 7
PROPERTY DESCRIPTION
BEGIN AT A 5/8" CAPPED REBAR (PLS 10675) AT THE SOUTHEAST CORNER OF SECTION 7,
TOWNSHIP 6 SOUTH, RANGE 3 EAST AND RUN THENCE NORTH 89°57'23" WEST, A DISTANCE OF
1330.56 FEET TO A 1/2" A CAPPED REBAR (CA-0089-LS); THENCE RUN NORTH 00°29'27" EAST, A
DISTANCE OF 1321.10 FEET TO A 1/2" CAPPED REBAR; THENCE RUN NORTH 45°31'53" EAST, A
DISTANCE OF 15.19 FEET; THENCE RUN SOUTH 89°40'50" EAST, A DISTANCE OF 195.75 FEET;
THENCE RUN NORTH 02°31'00" EAST, A DISTANCE OF 6.29 FEET; THENCE RUN SOUTH 89°40'48"
EAST, A DISTANCE OF 401.70 FEET; THENCE RUN ALONG A CURVE TO THE RIGHT, HAVING A
RADIUS OF 290.00 FEET, AN ARC DISTANCE OF 166.49 FEET, (CHORD BEARS SOUTH 73°14'02" EAST,
164.21 FEET); THENCE RUN SOUTH 33°12'47" WEST, A DISTANCE OF 140.00 FEET; THENCE RUN
ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 150.00 FEET, AN ARC DISTANCE OF 12.50
FEET, (CHORD BEARS NORTH 59°10'31" WEST, 12.50 FEET); THENCE RUN SOUTH 28°26'11" WEST, A
DISTANCE OF 50.00 FEET; THENCE RUN SOUTH 39°38'10" WEST, A DISTANCE OF 68.10 FEET; THENCE
RUN SOUTH 50°21'50" EAST, A DISTANCE OF 180.00 FEET; THENCE RUN NORTH 39°38'10" EAST, A
DISTANCE OF 16.06 FEET; THENCE RUN SOUTH 50°21'50" EAST, A DISTANCE OF 140.00 FEET;
THENCE RUN SOUTH 89°48'48" EAST, A DISTANCE OF 454.34 FEET; THENCE RUN SOUTH 00°11'12"
WEST, A DISTANCE OF 887.91 FEET TO THE POINT OF BEGINNING. TRACT CONTAINS 34.42 ACRES,
MORE OR LESS, AND LIES IN SECTION 7, TOWNSHIP 6 SOUTH, RANGE 3 EAST, BALDWIN COUNTY,
ALABAMA.
EXHIBIT B
FAIRHOPE FALLS, PHASE 7
COPY OF PLAT (NOT FINAL RECORDED DOCUMENT)
PHASE 7
FAIRHOPE FALLS WEST
25353 Friendship Road Daphne, AL 36526
251.990.9950 fax 251.929-9815
LEGEND:
ZONE X (SHADED)
REGULATORY
FLOOWAY
ZONE AE
B AAMALA
MAG E RIT
OVI
C
R L.NPOINT OF
BEGINNING
TORRENT ROAD
GRAND RAPIDS ROADTELUGA AVENUECLF° SILYE:RHILL
P.O-,i.,·="· ,------:c.an-f--'::.....lllf-::,,..-~
1
"'1/,Ht~t;;+---,
O':;a..c..:•e,Io 12
} ·. ...
I
I
6 .,.ch,
(~ ·------
• • . 48 ,a--·~
VICINITY MAP
1" = 1 MILE
•
SHOSHONEY AVENUE (50' PUBLIC RIGHT-OF-WAY)
379 378 377
1/2" C1IF
(UNJDENTIF1£D)
(D) soo"2o'oo·w 165.oo·
(M) 165.18' 'dEST, DAVID
1505 CELESTE RD
SARALAND AL 36571
PN 47-03-07-0-000-0ll.004
RP BK 0258, PG, 444
0
0
ci "'
376 375
FAIR OPE FAL
•
,---~ --,
I 403 I
I 8482 SF I
I 0.19 AC I L ____ _
374 373 372
PHA E (PENDi G APPR VAL)
"' u.
N
ITT
COMMON AREA 4
2100 SF
0.05 AC s 89"40"48" E
,--7 0,00
I 401 I ·o
"' I I 0
" F2 :
,---7
I 9164 SF I I ' "' I 0.21 AC I "' 1 399 I ! L---.-_, ~ I C a, -18400SF
sj---0.19 AC
'Sj-I 400 -7 0 b
01 [ 9228 SF I 0 0 I N,..._ \ I oz L ___
0 '--..... Q.-?.l_AS_j "
371
0,00
,-----
I 7
I /
I 395
·:9766 SF
0.22 AC~
I
I
368
367
366
00363
WIRE FENCE RUNS
ALONG BOUNDARY ci "'
" c-"' >----__ _ S 89.40'50" E 430.98' ______ __, 364
0 100 200 300
RAMOS, GEORGE ~ ODILIA
12676 MY 'dAY
FAIRHOPE AL 36532
PN 4 7-03-07-0-000-011,008
R.P,BK, 0383, PG, 1793
KISSIER, SHARON LOU (LIFE ESTATE)
12604 MY 'd AY
FAIRHOPE AL 36532
PN 47-03-07-0-000-011.005
(INS #1330651)
SCHREINER, ALAN ETAL SCHREINER, SHEILA
21096 LANGFORD ROAD FAIRHOPE AL 36532
PN 47-03-07-0-000-011.001 (INS #1276689)
0/21" RllF
8 'io ,...
.; ...
<o ., --~ c,' ,. --=-~
1• CPF
QJ "'
v; 0 0
§g g -:!I
~t:---"'--"i'rn'rfll./--"--:~-:i 0
0
"' sj-
0
0
0
05,00
/--449-7
j 8966 SF I
L O.?._l"'"'AC j
060.00
0 0
ocr---7
ci "1 ' "7 I
w450'
q8400SF
0 ~0.19 AC
0
60,00
,---
I
451
60,00
452
8400SF
10.19 A
I
l __ _
92, 13
0
0
ci "'
"'
a s 1' '" to---';"':f'it~r:::-:-:i~l.Jl!!l'...luwlll'..Liill.llll.~""-'~
r.o b OC! o
r~--.... ,!il+J,ifl-'--l~ ~I~ r:---'-"-Hrr'rfi/l--J;...-1:
b
0
I
I
0
0
0
"'
I
C 0 I 0 I
0 I "' L
444 -7
7800 SF I
0.18 AC I
,--'
0 "'
·o
0
0
"'
·o
C!
0
"'
I O 0
1-:... :; '.; COMMON A
I i ~:::..:a~~~P::L.:i: 5/~;' /[
I o o
21 : r g
t-..,;.-"f'i/t'rf/tl-'--j '" I D I 441 I '-
8 00° __ w;" I ~ I\ 10151 SF : n ci _ , 0.23 AC I r.o C';i: ..._ ____ ...J
r-"-''til#illl---'---1 .9 64, 36' ·o,I
8 8 bµ 1i9·4o'so:_ ~ :'.\
ci ci 01 114.36'
r"'__;'-'im+i/l,__J'--l z "'(l,o-::-""5T"'!r--1"fl:r'1~'
l ;' ;' 423-, r~ ~ ( 9B1.3 SF :
0
0
ci "'
0
0
ci "'
0
0
0
"'
1<.0 0 ,,__J
I:" 8
0
0
cr,
0
0
0
424
16455 SF
0.38 AC
• w
• w
360
.·.'+'.. ...,
·····+
SURVEYOR·
DEWBERRY
RINEY, BRIAN LEON
21052-A LANGFORD RD
FAIRHOPE AL 36532 .. ..
25J5J FRIENDSHIP ROAD
DAPHNE, AL 36526
VICTOR L GERMAIN, PLS L/C. NO. 384 73
JASON N. ESTES. PE L/C, NO. 22714
OWNER·
SMART. LEONARD ETAL SMART, SHARON
12640 ST HWY 104
FAIRHOPE, AL 36532
PN 4 7-03-07-0-000-011.002
CINS =lt1436153)
RINEY, BRIAN LEON
21052-A LANGFORD RD
FAIRHOPE AL 36532
PN 47-03-07-0-000-0ll,003
(INS #1489578)
1/2" C1IF
(UNJDEN11FIED) 0
"
cl)
N
127.74
~RE FENCE RUNS
ALONG BOUNDARY
COMMON AREA 3
22865 SF
0.52 AC
4
COMMON AREA 2
780405 SF
17.92 AC
"' .+
··+ +
w: '+'." _. •
BALD\./IN COUNTY, ALABAMA, t/2• CRF (S) N89'57'23"W 665,39'
(M) NB9'57°23"W 665.20' (M) N89" 23"W 1330.56' BALD'd!N COUNTY ADMIN BLDG ATTN, CD c □MMISSI □N OFFICE (CA-008tH1l)
312 COURTHOUSE SQUARE STE 12, BAY MINETTE, AL 36507 (S} NB 7'23"W 1330.79'
PN 47-04-18-0-000-001,002
CINS #1281545~---------------
BALD'd!N COUNTY, ALABAMA
BALD'd!N COUNTY ADMIN BLDG
ATTN: CD C □MMISSI □N OFFICE
312 COURTHOUSE SQUARE STE 12
BAY MINETTE, AL 36507
CERllFICA TE OF APPROVAL BY
CITY OF FAIRHOPE UULIUES CWAZER}:
THE UNDERSIGNED, AS AUTHORIZED BY "THE CITY OF FAIRHOPE UTILITIES HEREBY
APPROVES "THE \\1THIN PLAT FOR "THE RECORDING OF SAME IN TI-IE PROBATE
OFFICE OF BALD'MN COUNTY, ALABAMA, THIS __ DAY OF
20 __ .
AUTHORIZED REPRESENTATIVE
CERnRCATE OF APPROVAL BY THE E-911 ADDRESS/NG:
"THE UNDERSIGNED, AS AU1HORIZED BY BALDWIN COUNTY E-911 BOARD.
HEREBY APPROVES TI-IE ROAD NAMES AS DEPICTED ON TI-IE Wl1HIN PLAT AND
HEREBY APPROVES TI-IE \\11HIN PLAT FOR "THE RECORDING OF SAME IN THE
PROBATED OFFICE OF BALDWIN COUNTY, ALABAMA, "THIS __ DAY OF
--------20_~
AU1HORIZED SIGNA TIJRE
C£RnFICA TE OF TH£ BALDWIN COUNTY PLANNING DIR£CTOR
TI-IE UNDERSIGNED, AS DIRECTOR OF TI-IE BALD'MN COUNTY PLANNING AND
ZONING DEPARTMENT, HEREBY APPROVES "THE 'M1HIN PLAT FOR THE
RECORDING OF SAME IN THE PROBATE OFFICE OF BALD'MN COUNTY,
ALABAMA.
TI-IIS THE ___ DAY OF ______ _ 2020.
(PLANNING DIRECTOR)
CERUFICA TE Of APPROVAL BY THE FAIRHOPE PLANNING COMMISSION
THIS PLAT HAS BEEN SUBMlffiD TO AND CONSIDERED BY THE CITY
PLANNING COMMISSION OF FAIRHOPE, ALABAMA, AND IS APPROVED BY SUCH
COMMISSION,
THE CITY OF FAIRHOPE PLANNING COMMISSION
BY:====----------µATE: __________ _
SECRETARY
CERT/FICA TION OF OWNERSHIP AND DEDICATION:
STATE OF ALABAMA)
CITY OF DAPHNE}
COUNTY OF BALDWIN)
SMART, LEONARD ETAL SMART, SHARON, THE OWNERS OF TI-IE LAND SHOWN AND
DESCRIBED IN THE PLAT, HAS CAUSED THE SAME TO BE SURVEYED AND
SUBDIVIDED AS INDICATED HEREON, DOES HEREBY ACKNOWLEDGE AND ADOPT "THE
SAME UNDER TI-IE DESIGN AND TITLE HEREON INDICATED, AND DEDICATES ALL
EASEMENTS FOR "THE PURPOSES HEREIN SET FORTI,, TOGETHER Willi SUCH
RESTRICTIONS AND COVENANTS NOTED HEREIN OR ATTACHED IN A SEPARATE
LEGAL DOCUMENT.
DATED TI-IIS ___ DAY OF ___________ 2 □-
SIGNATURE PRINTED
SIGNATURE PRINTED
ACKNOWLEDGEMENT OF NOTARY PUBLIC:
STATE OF ALABAMA)
COUNTY OF BALD\\1N)
I,=-==,-,==,,.-,,==-==-A NOTARY PUBLIC IN AND FOR SAID COUNTY
AND STATE, HEREBY CERTIFY TI-IAT _________ AND _____ _
_________ AS OWNERS ARE SUBSCRIBED TO "THE CERTIFICATION OF
OWNERSHIP AND DEDICATION, APPEARED BEFORE ME TI-IIS DAY IN PERSON AND
ACKNOWLEDGE "THAT THEY SIGNED, SEALED AND DELIVERED BEFORE ME "THIS DAY IN
PERSON, SAID INSTRUMENT AT THEIR FREE AND VOLUNTARY ACT FOR TI-IE USES AND
PURPOSES TI-IEREIN SET FORTI-I,
GIVEN UNDER MY HAND AND NOTARIAL SEAL "THIS ___ DAY
OF _________ 20_.
NOTARY PUBLIC MY COMMISSION EXPIRES:
CERnFICATE OF APPROVAL BY S£W£R (BALDWIN COUNTY S£W£R SERVICE):
"THE UNDERSIGNED, AS AUTHORIZED BY BALDWIN COUNTY SEWER SERVICE HEREBY
APPROVES THE \\1THIN PLAT FOR "THE RECORDING OF SAME IN TI-IE PROBATE
OFFICE OF BALDWIN COUNTY, ALABAMA, THIS -------~AY OF
-------~ 20_
AU1HORIZED REPRESENTATIVE
CERnRCA TE OF APPROVAL BY THE COUNTY ENGINEER
"THE UNDERSIGNED, AS COUNTY ENGINEER OF BALDWIN COUNTY, ALABAMA,
HEREBY APPROVES "THE WITHIN PLAT FOR "THE RECORDING OF SAME IN
"THE PROBATE OFFICE OF BALD\\1N COUNTY, ALABAMA.
DATED "THIS __ DAY OF _________ _
COUNTY ENGINEER
FLOOD CERnFICATE:
THIS PROPERTY LIES WITHIN ZONE ·x· (UNSHADED), ZONE ·x· (SHADED) AND
ZONE "AE~ AS SCALED FROM THE FEDERAL EMERGENCY MANAGEMENT
AGENCr'S FLOOD INSURANCE RA TE MAP OF BALDWIN COUNTY, ALABAMA,
PANEL NUMBER 01003C0670, SUFFIX M, MAP EFFECTIVE OA TE APRIL 19, 2019.
PN 4 7-04-18-0-000-001.014
(INS #1281545)
SITE DATA
CURRENT ZONING: UNZONED BALDWIN COUNTY (DIST 14)
MINIMUM LOT SIZE: 7800 SF
C£RnRCA TE OF APPROVAL BY RIV/£RA unLln£s (EL£CTRIC):
LIN. FT. STREETS: 2,318 LF
NUMBER OF LOTS: 60
TI-IE UNDERSIGNED, AS AUTI-IORIZED BY RIVIERA UTILITIES HEREBY APPROVES
"THE W11HIN PLAT FOR TI-IE RECORDING OF SAME IN "THE PROBATE OFFICE OF
DENSITY: 1.74 UNITS/AC BALDWIN COUNTY, ALABAMA, TI-IIS ____ µAY OF-------~
SMALi.EST LOT: 7900 SF
LARGEST LOT: 16,455 (LOT 424)
COMMON AREA: 19.68 AC (57.2%}
TOTAL AREA: 34.42 AC
SETBACKS:
FRONT: 30 FT
REAR: 30 FT
SIDE: 10 FT
SIDE STREET: 20 FT
WATER SERVICE: CITY OF FAIRHOPE
SEWER SERVICE: BALDWIN COUNTY SEWER SERVICE
ELECTRIC SERVICE: RIVIERA UTILITIES
TELEPHONE SERVICE: AT&T
GAS SERVICE: CITY OF FAIRHOPE
L1 N 45"31 53 E 15.19
L2 N 02•31 oo· E 6.29'
L3 N 39"38 10· E 16.06"
L4 N 00"19 10" E 20.43"
L5 S 00"1T32-E 39.57"
L6 N 00"19 10· E 19.68"
L7 N 00"17 32-W 41.0T
LB S 00"19 10 w 20.22
L9 N 39"38 10 E 12.61
L10 N 00"19 10
SURVEYOR'S CERnFICA TE:
STA TE OF ALABAMA
COUNTY OF BALDWIN
E 28.60
20 __ ,
AU1HORIZED REPRESENTATIVE
' "~
C1 166.49" 290.00
C2 12,50 150.00
C3 28,79 1025.00
C4 21,47 1025.00
C5 49,03 1000.00
C6 35,80 22.50·
C7 17,63 975.00
CB 39,27 25.00
C9 49,07 100.00
C10 61,34 125.00
C11 37,73 150.00
C12 35,88 150.00
C13 46,61 100.00
C14 41.85 100.00
C15 110.57 125.00
C16 51,65 150.00
C17 41.36 150.00
C18 39,68 150.00
C19 39,27 25.00
C20 39,27 25.00
C21 6.22 25.00
C22 8.86 25.00
C23 54,41 60.00
C24 148.46 60.00
C25 56,78 60.00"
C26 29,16 60.00"
C27 30,25 25.oo·
C28 39,32 100.00
C29 69,37 290.00
C30 97,12 290.00
• , .
3T53"3r S 73"14 02" E 164.21
4•45·35-N 59"10 31" W 12.so·
1·35·3y S 01·42 44" W 28.78"
1·12 00" S 00"18 28" W 21.46"
2"48 32-S 01"06 44· W 49.02"
91·09·41-N 44"06 □o-W 32.14'
1·02 09 S 01•59 55 w 17.63
90"00 00 S 45·19 10 w 35.36
28"07 01 S 75·37 19 E 48.58
28"07 01 S 75•37 19 E 60.73
14"24 42 N 68"46 10 w 37.63
13"42 19 N 82"49 40 w 35.80
2lr42'20'" S 52"59 20· W 46.19"
23"58'40'" N 78"19 50" E 41.54'
50"41"00'" N 64"58 40" E 107.00
19"43"48_ N 80"27 16" E 51.40"
15.4T50'" N 62"41 2T E 41.23"
1s•o9·21-S 47"12 51" W 39.56'
90"00 00 S 44•40 50 E 35.36
90"00 00 N 45"19 10 E 35.36
14"1514 N 07"26 47 E 6.20
20"18 23 N 24"43 36 E 8.81
51"57 18 N 08"54 08 [ 52.56
141"46 05 N 87"57 34 w 113,38
54•1s11-N 14"03"26" W 54.69"
2750"43'" N 55"05 26-W 28.87"
69"19"58_ N 34"20 49-W 28.44"
2TJ1·40-N 10"56 40" W 39.0T
1y42·19-S 82'49 40· E 69.20"
19"11'17'" N 66"22 52" W 96.67'
~ DEWBERRY, A FIRM OF LICENSED ENGINEERS AND LAND SURVEYORS OF DAPHNE, ALABAMA, HEREBY STA TE THAT THE ABOVE IS A CORRECT
MAP OR PLAT OF THE FOLLOWING DESCRIBED PROPERTY SITUATED IN BALDWIN COUNTY. ALABAMA, TO-WIT:
BEGIN AT A 5/8" CAPPED REBAR (PLS 10675) AT THE SOUTHEAST CORNER OF SECTION 7, TOWNSHIP 6 SOUTH, RANGE 3 EAST AND RUN THENCE
NORTH 89"57'23" llf"ST. A DISTANCE OF 1330.56 FEET TO A 1/2" A CAPPED REBAR (CA-0089-LS): THENCE RUN NORTH 00'29'27" EAST. A
DISTANCE OF 1321.10 FEET TD A 1/2• CAPPED REBAR: THENCE RUN NORTH 45•37•53• EAST. A DISTANCE OF 15.19 FEET; THENCE RUN SOUTH
89'40'50" EAST. A DISTANCE OF 195.75 FEET; THENCE RUN NORTH 02'31'oo· EAST. A DISTANCE OF 6.29 FEET: THENCE RUN SOUTH 89"40'48"
EAST, A DISTANCE OF 401, 70 FEET; THENCE RUN ALONG A CURVE TO THE RIGHT, HAVING A RADIUS OF 290, 00 FEET, AN ARC DISTANCE OF
166,49 FEET. (CHORD BEARS SOUTH 7374'02" EAST. 164.21 FEET): THENCE RUN SOUTH 3372'47" llf"ST, A DISTANCE OF 140.00 FEET: THENCE
RUN ALONG A CURVE TO THE LEFT. HAVING A RADIUS OF 150,00 FEET, AN ARC DISTANCE OF 12.50 FEET. (CHORD BEARS NORTH 5910'31" llf"ST,
12,50 FEET): THENCE RUN SOUTH 28'26'11" llf"ST, A DISTANCE OF 50,00 FEET: THENCE RUN SOUTH 39'38'10" llf"ST, A DISTANCE OF 68.10 FEET;
THENCE RUN SOUTH 50°21'50" EAST. A DISTANCE OF 180.00 FEET; THENCE RUN NORTH 39"38'10" EAST, A DISTANCE OF 16.06 FEET; THENCE RUN
SOUTH 50"21°50" EAST. A DISTANCE OF 140.00 FEET; THENCE RUN SOUTH 89"48'48" EAST. A DISTANCE OF 454.34 FEET.· THENCE RUN SOUTH
0071'12" llf"ST, A DISTANCE OF 887.91 FEET TO THE POINT OF BEGINNING, TRACT CONTAINS 34.42 ACRES, MORE OR LESS, AND LIES IN SECTION
7, TOWNSHIP 6 SOUTH, RANGE 3 EAST, BALDWIN COUNTY. ALABAMA.
I HEREBY CERTIFY THAT ALL PARTS OF THIS SURVEY AND ORA WING HA VE BEEN COMPLETED IN ACCORDANCE WITH THE
CURRENT REQUIREMENTS OF THE STANDARDS OF PRACTICE FOR SURVEYING IN THE STA TE OF ALABAMA
TO THE BEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF.
l ~;::~~-DEWBERRY DATE .,v----Jo,~.
VICTOR L. GERMAIN AL. P.L.S. NO, 38473 ii *f N0.38473 \* ii
~t,,YJ/!u:J~:tL~AT.THOUT ORIGINAL i~\ ~D~~~; ~
'-~RVE"<Y ~--H·•·
11111111
365
357
358
359
COMMON AREA 4
.. ..
FAIRHOPE FALLS O'dNERS
ASS □CIATI □N, INC,
25366 PROFIT DR
DAPHNE, AL 36526
(INS #1592270)
.. ..
-~· ..... +
......... """*""
.·+·--····+
"' ""' .. ..
V· ·--~--
.·:w· .. • ... ''!<&,,
.. ..
"" "" ""
+ ..... '+'.
. .,.,. ;,,a;.::·
(S) N89'57'2.J"W 665.39'
(M) N89'57'23"W 665.36' I
I
I 18
8
•/8" C1IF
(PlS /10670)
17
BRENDA MARIA STREET
19211 HUGHEN ST,
ROBERTSDALE, AL 36567
PN 47-04-18-0-000-001.015
(INS #1748071)
I
I
'
I
I
I
MCMURRY, \./ILLIAM A.
20755 LACEY RD,
SILVERHILL, AL 36576
PN 47-04-17-0-000-004,015
CRPB 500 PG 1364)
CERnRCA TE OF APPROVAL BY TELEPHONE (AT&T):
TI-IE UNDERSIGNED, AS AU1HORIZED BY AT&T HEREBY APPROVES THE 'MTHIN
PLAT FOR THE RECORDING OF SAME IN "THE PROBATE OFFICE OF BALD'MN
COUNTY, ALABAMA, THIS ________ AY OF _______ _
20_,
AUTHORIZED REPRESENTATIVE
CRF 0
CRS.
RBF ()
CPF ®
'lli
E-
b'
l><I
I!,
®
@
(R)
(P)
= CAPPED REBAR FOUND
= 5/8" CAPPED REBAR S£T (CA-1109-LS)
= R£BAR FOUND
= CAPP£D PIN FOUND (FAIRHOP£)
= POWER POLE
= GUY WIRE
= FIRE HYDRANT
= WATER VALVE
= WETLAND FLAG
= SEWER MANHOLE
= DRAINAGE MANHOLE
= RECORD DEED BEARING & DISTANCE
= MAP OR PLAT RECORD BEARING & DISTANCE
{SLIDE 2495-A, 2495-8 & 2495-C
(SLIDE 2685-D)
(S} = SURVEYED BEARING & DISTANCE BY
ENGINEERING DEVELOPMENT SERVICES
MAP DATED 2/12/2007
(M} = M£ASURED B£ARING & DISTANC£
INS = INSTRUMENT
M.BK. = MAP BOOK
R.P.BK. = REAL PROPERTY BOOK
PG. = PAGE
--1><PL --= OVERH£AD POWER LIN£
-w-w-w-w-= WATER LINE
X --= WIRE FENCE
= WOOD FENCE
= 8R£AK LINE
-= ZON£ •x• (SHAD£D)
1111 = ZONE "AE"
~ = REGULA TORY FLOOD WAY
D = WETLANDS
SURVEYOR'S NOTES:
1, ALL MEASUREMENTS llf"RE MADE IN ACCORDANCE WITH U.S. STANDARDS,
2. DESCRIPTION AS FURNISHED BY CLIENT.
3, THERE MAY BE RECORDED OR UNRECORDED DEEDS, EASEMENTS.
RIGHTS-OF-WAY, OR OTHER INSTRUMENTS WHICH COULD AFFECT THE
BOUNDARIES OF SAID PROPERTIES,
4. THE LINES REPRESENTING THE CENTERLINE AND RIGHTS-OF-WAY OF THE
STREETS ARE SHOWN FOR VISUAL PURPOSES ONLY AND WERE NOT
SURVEYED UNLESS RIGHT-OF-WAY MONUMENTA TION IS ALSO SHOWN,
5, SURVEY WAS CONDUCTED IN MARCH 12TH, 2020: AND IS RECORDED IN
FIELD BOOK 328 PAGE 20 AND IN AN ELECTRONIC DATA FILE.
6. BEARINGS AND DISTANCES SHOWN HEREON llf"RE "COMPUTED" FROM
ACTUAL FIELD TRAVERSES,
7. BEARINGS SHOWN HEREON ARE BASED ON STA TE PLANE GRID
COORDINATES, ALABAMA llf"ST ZONE 0102, NAD83 (2011)
8, THE ELEVATIONS SHOWN HEREON ARE RELA TEO TO MEAN SEA LEVEL,
NA VDBB (GEOI018).
9, ALL GPS OBSERVATIONS llf"RE TAKEN USING REAL TIME KINEMATIC GPS.
10. THIS SURVEY IS BASED UPON MONUMENTA TION FOUND IN PLACE AND
DOES NOT PURPORT TO BE A RETRACEMENT AND PROPORTIONING OF THE
ORIGINAL GOVERNMENT SURVEY.
11. IMPROVEMENTS SHOW HEREON MAY BE EXAGERA TED FOR CLARITY.
JANUARY 25, 2021 -SHEET 1 OF 1
PRELIMINARY PIAT NOT FOR FINAL RECORDING
BOUNDARY SURVEY AND PIAT OF SUBDMSION
DESIGN J.N.E. DRAWN C.K.H. CHKD. V.L.G.
ENG J.N.E. SURVEYOR V.L.G. PROJ MGR C.C.B.
' Dewberry· SCALE 1"=100'
PROJ. N0.50125554
FILE PH7 PREUM
SHEET 1 OF 1
EXHIBIT C
FAIRHOPE FALLS, PHASE 7
MAINTENANCE PLAN
The following plan outlines the ongoing long-term maintenance activities for the stormwater
management system components at the FAIRHOPE FALLS, PHASE 7 subdivision. Note that
all stormwater facilities located outside of the City of Fairhope’s Right of Way will be subject to
the requirements in this maintenance plan. Access to the detention pond is located within
recorded common areas. Access to these common areas and easements are from the right-of-way
(See Plat for additional information).
STORMWATER MANAGEMENT SYSTEM DESCRIPTION
The purpose of the stormwater management system in FAIRHOPE FALLS, PHASE 7 is to
provide a sustainable approach to managing stormwater runoff from the developed areas of the
site. The stormwater management system at FAIRHOPE FALLS, PHASE 7 utilizes best
management practices (BMP). The purposes of BMP’s are to maintain the original site
hydrology as much as possible by minimizing surface run-off and reducing the contaminants in
the stormwater. The system consists of the following components:
· RETENTION POND
FAIRHOPE FALLS, PHASE 7, uses one retention pond to detain the stormwater runoff to
the pre-developed runoff rate. The pond is wet pond with a 100-yr release rate totaling
275.73 cfs that discharges to existing wetlands to the south. In addition to detaining runoff
the pond is designed to perform a water quality function as well.
The pond will discharge through a concrete outlet structure to release the pre-developed flow
for the 2, 5, 10, 25, 50, and 100-year storm events. The discharge from the pond will be
released to the south of the property where it will continue its original path. The release for
FAIRHOPE FALLS, PHASE 7 will have no adverse effects downstream.
The primary maintenance objective is to maintain the side slopes and prevent siltation of the
pond. This is accomplished through regular landscape maintenance and protection of inlets
from runoff with high suspended solids.
· DRAINAGE STRUCTURES
The drainage system of FAIRHOPE FALLS, PHASE 7 also includes pipes, inlets,
headwalls, and an outfall structure. The Property Owners Association shall maintain all
drainage features that fall outside of the public right of way.
The primary maintenance objective is to prevent any obstructions in the flow of water
through the system and maintain the integrity of the structures themselves. This can be
accomplished by routine inspection and cleaning of the structures.
· GRASS SWALES
The drainage system incorporates the use of drainage swales behind lots. The Property
Owners Association shall maintain all drainage features that fall outside of the public right of
way.
The primary maintenance objective is to prevent any obstructions in the flow of water
through the swales and maintain the integrity of the swales themselves. This can be
accomplished by routine inspection for debris and periodic mowing.
Be advised that this work is the responsibility of the Home Owners Association or Property
Owners. The Engineer assumes no responsibility for either performing this work or
verifying that it is being completed. The Homeowners Association or Property Owners
shall review Article V Section F 3 a 3b City of Fairhope Regulations, which contains the
inspection responsibilities and potential consequences (enforcement action) for not
fulfilling the inspection responsibilities.
EXHIBIT D
FAIRHOPE FALLS, PHASE 7
MAINTENANCE CHECKLISTS
Stormwater Pond Inspections and Maintenance Checklist
Site Name: ___________________________________ Owner change since last inspection? Y N
Location: _____________________________________________________________________________
Owner Name: _________________________________________________________________________
Address: _________________________________________ Phone Number: _____________________
Site Status: ___________________________________________________________________________
Date: _____________ Time: ______________ Site conditions: ____________________________
Stormwater Pond Type: Wet Pond Wet ED Pond Micropool Pond
Multiple Pond System Dry Pond
Inspection Frequency Key: A=annual; M=monthly; S=after major storms
Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description
Embankment
Vegetation healthy? A/S
Erosion on embankment? A/S
Animal burrows in embankment? A/S
Cracking, sliding, bulging of dam? A/S
Drains entering pond blocked or not
functioning? A/S
Leaks or seeps on embankment? A/S
Slope protection failure functional? A/S
Other (describe) A/S
Outfall Structure Box
Low-flow orifice functional? A/S
Concrete/masonry condition (Cracks
or displacement? Spalling?) A
Outfall pipe in good condition? A
Rip Rap Filter Bern in good
condition? A
Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description
Outfall channels function, not
eroding? A
Rip Rap at the end of the outfall pipe
in good condition (No signs of
erosion)
A
Other (describe) A
Hazards
Have there been complaints from
residents?
M
Public hazards noted? M
Inspector Comments:
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
__________
Overall Condition of Facility: Acceptable Unacceptable
If any of the inspection items above are checked “yes” for “maintenance needed,” list maintenance actions and the
completion dates below:
Maintenance Action Needed Due Date
The next routine inspection is scheduled for approximately: ______________________
(date)
Inspected by: (signature) __________________________________________
Inspected by: (printed) ____________________________________________
Swales / Grass Channels Inspections and Maintenance Checklist
Site Name: __________________________________ Owner change since last inspection? Y N
Location: _____________________________________________________________________________
Owner Name: _________________________________________________________________________
Address: _______________________________________ Phone Number: _______________________
Site Status: ___________________________________________________________________________
Date: __________________ Time: ______________ Inspector: ____________________________
Inspection Frequency Key: A=annual; M=monthly; S=after major storms
Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description
Debris Removal
Facility and adjacent area free of
debris? M
Inlets and outlets free of debris? M
Any dumping of yard wastes into
facility?
Litter (branches) removed? M
Vegetation
Surrounding area fully stabilized?
(no evidence of eroding material
into swale, channel or filter strip)
M
Grass mowed? M
Plan composition according to
approved plan? M
Filtration Capacity
Clogging from oil or grease? M
Facility dewaters between storms? M
Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description
Sediment Deposition
Swale clean of sediments A
Sediment not >20% of swale
design depth A
Outfall Ditch Downstream of Outfall Pipe
In good condition? A
Any evidence of erosion? A
Any evidence of blockages? A
Has facility been filled or blocked
inappropriately? A
Inspector Comments:
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
__________
Overall Condition of Facility: Acceptable Unacceptable
If any of the above Inspection Items are checked “yes” for “maintenance needed,” list maintenance actions and their
completion dates below:
Maintenance Action Needed Due Date
The next routine inspection is scheduled for approximately: ______________________
(date)
Inspected by: (signature) __________________________________________
Inspected by: (printed) ____________________________________________
Level Spreader Inspections and Maintenance Checklist
Site Name: ___________________________________ Owner change since last inspection? Y N
Location: _____________________________________________________________________________
Owner Name: _________________________________________________________________________
Address: _________________________________________ Phone Number: _____________________
Site Status: ___________________________________________________________________________
Date: _____________ Time: ______________ Site conditions: ____________________________
Inspection Frequency Key: A=annual; M=monthly; S=after major storms
Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description
Sediment Removal
Is there an accumulation of sediment? A
Is it functioning properly? A
Erosion Inspection
Evidence of erosion at or around
spreader? A
Vegetation Removal
Is vegetation present on level
spreader? M
Is vegetation adversely affecting
spreader? M
Inspector Comments:
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
Overall Condition of Facility: Acceptable Unacceptable
If any of the inspection items above are checked “yes” for “maintenance needed,” list maintenance actions and the
completion dates below:
COMMUNITY MEETING NOTICE
As an adjacent property owner to a proposed subdivision, you are invited to attend a community
meeting where the developer's representatives ·will present their proposed plans . You will have
the opportunity to give your comments and input at this meeting. The proposed development
location is south of Alabama Hwy. 104 and east of Langford Road.
The Tax ID Parcel Numbers are: 05-47-03-07-0-000-010.000
05-47-03-07-0-000-002.005
05-47-03-07-0-000-002.052
05-47-03-07-0-000-002.011
05-47 -03-07-0-000-002.012
PPIN 69893
310029
382511
350184
350639
Due to the COVID 19 virus, we will follow the recommended spacing of 6' between attendees.
Also , wear face masks and take any other precautions you feel are necessary for your safety.
Attached is a copy of the proposed subdivision for your review and in the event that you are
unable to attend the on site meeting, please feel free to send your questions and/or comments to
the following email address or you can mail a Jetter to the following mailing address. If you have
questions, please give us your contact information so that we can respond to those .
Email to: sam@terracoredev.com
Mail letters to: TerraCore Development Services, LLC
29891 Woodrow Lane, Suite 300
Spanish Fort, AL 36527
Att: Sam Kearns
The date/time and location for this meeting is as follows:
When: Monday, January 25, 2021
11:00 a.m. -12 :00 p.m.
Location: On site
End of Yosemite Blv d in Fairhope Falls Subdivision.
Parcel Number
05-4 7-03-07-0-000-008.008
05-4 7-04-18-0-000-001.002
05-4 7-04-18-0-000-001.014
05-47-03-07-0-000-014.014
05-47-03-07-0-000-002.006
05-4 7-03-07-0-000-008.002
05-4 7-03 -07-0-000-002.006
05-47-03-07-0-000-008.000
05-47-03-07-0-000-011.005
05-4 7-03-08-0-000-003 .110
05-4 7-04-17-0-000-004.015
05-4 7-03-07-0-000-008.007
05-4 7 -03-08-0-000-003 .111
05-47-03-07-0-000-011.008
05-4 7-03-07-0-000-011.002
05-4 7 -03-07-0-000-011.001
05-47-03-07-0-000-008.004
05-4 7-03-07-0-000-009 .004
05-4 7 -03-07-0-000-009. 004
05-4 7-03-07-0-000-009.007
05 -4 7-04-18-0-000-001.015
05-47-03-07-0-000-009.002
05-47-03-07-0-000-011.004
05-4 7-03-07-0-000-002. 019
05-4 7-03-07-0-000-002 .009
05-47-03-07-0-000-002.052
05-47-03-07-0-000-002.012
Fairhope Falls West
1/25/2021 Community Meeting
Owner Name
ANKROM, KENNETH
BALDWIN COUNTY ALABAMA
BALDWIN COUNTY ALABAMA
BRIDLEWOOD FARMS HOMEOWNERS ASSOCIATION
CASH, BENJAMIN
ERINGMAN, JOHN
HARMON, KYLE
JOHNSON Jr . , LEWIS
KISSIER, SHARON LOU (LIFE ESTATE)
MCCLANTOC, STEPHEN
MCMURRAY, WILLIAM
MIDDLETON, RODNEY ~ l' n.ra\\, \\.
MURRY, KEVIN ()
RAMOS, GEORGE & ODILIA
RINEY, BRIAN LEON
SCHREINER, ALAN
SIMMONS, WILLIAM JR
SMART & SMART INVESTMENTS LL C
SMART, DAVID
SMART, LEONARD
STREET, BRENDA
THOMPSON, CHARLES
WEST, DAVID
DR HORTON INC -BIRMINGHAM
FAIRHOPE FALLS OWNERS ASSOCIATION INC
FAIRHOPE FALLS OWNERS ASSOCIATION INC
TH FAIRHOPE FALLS 2018 LL C
Signature
I'\ I
I ,\ r ( I r! I ( \
{ v~I "--v-//;,<,le,\~~)
\__
'
I " I r
I I
I
Fairhope Falls West Community Meet ing Minut es
2021 .01.25
One adjacent property owner attended the meeting. The attendee's questions are below.
Community concerns:
Langford Traffic Concerns:
• Would we be making any improvements?
Project Time line:
• When will the first phases start and be complete; when will subsequent phases start?
Adequate Water Pressure:
• Will there be adequate water pressure on the system once lots are added?
Construction Entrance:
• Will construction traffic utilize entrance off Langford or through the current Fa irhope Fa lls
neighborhood?
Adjacent Properties to Fairhope Falls West
Parcel Number Owner Name Address City State Zip
05-47-04-18-0-000-001.002 BALDWIN COUNTY ALABAMA 312 COURTHOUSE SQUARE STE 12 BAY MINETTE AL 36507
05-47-03-07-0-000-009.002 THOMPSON, CHARLES DOUGLAS ETAL THOMPSON , 10775 SANDY LN FAIRHOPE AL 36532
05-47-03-07-0-000-011.008 RAMOS, GE ORG E & ODILIA PO BOX 743 FA IR HOP E AL 36533
05-47-03-07-0-000-011.00 1 SCHREINER, ALAN ETAL SCHREINER, SHEILA 21096 LANGFORD ROAD FAIRHOPE AL 36532
05-47-03-07-0-000-011.002 RI NEY, BRIAN LEON 21052-A LANGFORD RD FAIRHOPE AL 36532
05-47-03-07-0-000-011.005 KISSIER, SHARON LOU (LIFE ESTATE) 12604 MY WAY FA IR HOPE AL 36532
05-47-03-07-0 -000-011.003 RINEY, BRIAN LEON 2 1052-A LANGFORD RD FA IRHOPE AL 36532
05-4 7-03-07-0-000-008. 008 ANKROM, KENNETH R ITAL ANKROM, SUSAN S 21503-A LANGFORD RD FAIRHOPE AL 36532
05-47-03-07-0-000-008.000 JOHNSON, LEWIS JR ETA L JOHNSON, M ELA NI E 11752 ALABASTER DR DAPHNE AL 36526
05-47-03-07-0-000-011.004 WEST, DAVID 1505 CELESTE RD SAR ALAND AL 36571
05-47-03-07-0-000-002 .006 CASH , BE NJAMIN THOMAS ETA L CASH, KRISTIN 21418 YOSEMITE BLVD FAIRHOPE AL 36532
05-4 7-03-07-0-000-002 .006 HARMON, KYLE BRANDON ITAL HARMON, AMY MA 21418 YOSEMITE BLVD FAIRHOPE AL 36532
05-4 7-03-07-0-000-008.007 MIDDLETON, RODN EY D HAL MIDDLETON , CA RO 2 1631 LANGFORD RD FAIR HOPE AL 36532
05-4 7-04-18-0-000-001.014 BALDWIN COUNTY ALABAMA 3 12 COURTHOUS E SQ UARE STE 12 BAY MIN ETTE AL 36507
05-4 7-03-07-0-000-002 .012 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-04-18-0-000-001.015 STREET, BRENDA MARIA 19211 HUGHEN ST ROBERTSDALE AL 36567
05-47-03-07-0-000-008.004 SIMMONS, WILLIAM H JR ETAL SIMMONS) DEBO 120 FAIRHOPE AVE FAIRHOPE AL 36532
05-47-04-17-0-000-004.015 MCMURRAY, WILLIAM A ETAL MCMURRAY, M DAW 20755 LACEY RD SI LVERHILL AL 36576
05-4 7-03-07-0-000-008 .003 SIMMONS, WILLIAM H JR ETAL SIMMONS, DEB O 120 FAIRHOPE AVE FAIRHOPE AL 36532
05-4 7-03-07-0-000-002 .009 FAIRHOPE FALLS OWNER$ ASSOCIATION INC 25366 PROFIT DR DAPHN E AL 36526
05-4 7-03-07-0-000-014.014 BRIDLEWOOD FARMS HOMEOWNERS ASSOCIATION 11045 OLD HWY 31 SPANISH FORT AL 36527
05-4 7-03-07-0-000-008.002 ERI NGMAN, JOHN ETAL ER IN GMAN, BEffi L 11755 BRIDALWOOD LN FAIRHOPE AL 36532
05-47-03-07-0-000-002.019 TH FAI RHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-03-07-0-000-002.019 D R HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-4 7-03-07-0-000-009 .004 SMART & SMART INVESTMENTS L LC 12640 HWY 104 FAI RHOPE AL 36532
05-47-03-07-0-000-009.004 SMART, DAVID B ETAL SMART, JE NNA P 21744 LANGFORD RD FAIRHOPE Al 36532
05-47-03-07-0-000-002.048 TH FAIRHOPE FALLS 2018 LL C 29 891 WOODROW LN STE 300 SPANISH FORT AL 36527
0~4'"="0'31-07-0 -000-002 .048 DR HORTON INC -BIRMINGHAM 25366 PRO FIT DR DAPHNE AL 36526
05,47-03-07-0-000-010.000 SMART, LEO NARD ETAL SMART, SHAR ON 12640 ST HWY 104 FAIRHOPE AL 36532
i
.. ~47-03t 07-0-000-002.014 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
•47-03t07-0-000-002.014 DR HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE Al 36526
.... 1
....:: -
C'§:: !)
05-4 7-03-07-0-000-002 .046 FAIRHOPE FALLS OWNERS ASSOCIATION INC 29891 WOODROW LN #300 SPANISH FORT AL 36527 05-47-03-07-0-000-002 .046 FAIRHOPE FALLS OWNERS ASSOCIATION INC 29891 WOODROW LN STE 300 SPANISH FORT AL 36527 05-47-03-08-0-000-003.110 MCCLANTOC, STEPHEN PAUL ETAL DIXON, MARL 13026 SOPHIE FALLS AVE FAIRHOPE AL 36532 05-4 7-03-07-0-000-002 .005 SMART, LEONARD ETAL SMART, SHARON 12640 ST HWY 104 FAIRHOPE AL 36532 05-47-03 -07-0-000-002.016 DR HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526 05-47-03-07-0-000-002.016 TH FAIRHOPE FALLS 2018 L L C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
OS-47-03-08-0-000-003.111 MURRY, KEVIN L ITAL MURRY, NICOLE MARIE 13006 SOPH IE FALLS AVE FAIRHOPE Al 36532
OS-47-03-07-0-000-002.049 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-4 7-03-07-0-000-002.049 D R HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHN E AL 36526
05-47-03-08-0-000-003.168 FAIRHOPE FALLS OWNERS ASSOCIATION INC 25366 PROFIT DR DAPHNE AL 36526
05-47-03-07-0-000-002.018 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT Al 36527
05-4 7-03-07-0 -000-002.018 DR HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-4 7-03-07-0 -000-002.052 FAIRHOPE FALLS OWNERS ASSOCIATION INC 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-4 7-03-07-0-000-002. 052 FAIRHOPE FALLS OWNERS ASSOCIATION INC 29891 WOODROW LN #300 SPANISH FORT AL 36527
05-47-03-07-0 -000-009.007 SMART, LEONARD E ETAL SMART, SHARON K 12640 ST HWY 104 FAIRHOPE AL 36532
05-47-03-07-0-000-002.020 TH FAIRHOPE FALLS 2018 L LC 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-03-07-0-000-002.020 DR HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-4 7-03-07-0-000-002.017 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
OS-47 -03-07-0 -000·002.017 DR HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE Al 36526
OS-47-03-07-0-000-002.050 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-03-07~0-000-002.0SO DR HORTON INC-BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-47-03-07-0--000-002.013 TH FAIRHOPE FALLS 2018 L LC 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-03-07-0-000-002.013 D R HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-47-03-07-0 -000-002.015 TH FAIRHOPE FALLS 2018 LL C 29891 WOODROW LN STE 300 SPANISH FORT AL 36527
05-47-03-07-0-000-002.015 D R HORTON INC -BIRMINGHAM 25366 PROFIT DR DAPHNE AL 36526
05-47-03-07-0-000-002.010 FAIRHOPE FALLS OWNERS ASSOCIATION INC 25366 PROFIT DR DAPHNE AL 36526
05-47-03-07-0-000-002.011 FAIRHOPE FALLS OWNERS ASSOCIATION INC 25366 PROFIT DR DAPHNE AL 36526
TRAFFIC IMPACT ANALYSIS
for
Fairhope Falls West
Final Report
April 2020
Prepared by:
1-L NEEL~SCHAFFER .... -
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc
TABLE OF CONTENTS
Section ....................................................................................................................................................... Page No.
Section 1 Introduction ...................................................................................................1 - 1
Figure 1.1 Project Location Map ........................................................................1 - 2
Section 2 Existing Conditions .........................................................................................2 - 1
2.1 Langford Road............................................................................................................2 -1
2.2 AL Highway 104.........................................................................................................2 - 1
2.3 Intersection of AL Highway 104 and Langford Road...................................................2 - 1
2.4 Intersection of AL Highway 104 and Yosemite Boulevard...........................................2 - 1
Section 3 Evaluation of Existing Conditions ...................................................................3 - 1
3.1 Existing Traffic Volumes.............................................................................................3 - 1
Table 3.1 Historical Daily Traffic Volumes........................................................3 - 1
Figure 3.1 Existing Traffic Volumes....................................................................3 - 2
3.2 Basis of Analysis........................................................................................................3 -3
3.3 AL Highway 104 and Langford Road..........................................................................3 - 3
Figure 3.2 Existing Intersection Level-of-Service ...............................................3 - 3
3.4 AL Highway 104 and Yosemite Boulevard..................................................................3 - 4
Figure 3.3 Existing Intersection Level-of-Service ...............................................3 - 4
Section 4 Proposed Development ..................................................................................4 - 1
4.1 Proposed Site.............................................................................................................4 -1
Figure 4.1 Proposed Site Plan..............................................................................4 - 2
4.2 Trip Generation ..........................................................................................................4 -3
Table 4.1 Trip Generation ...................................................................................4 - 3
Figure 4.2 Site Traffic Assignment........................................................................4 - 4
4.3 Non-Site Traffic Forecast............................................................................................4 - 5
4.4 Year 2027 Total Traffic...............................................................................................4 - 5
Figure 4.3 2027 Non-Site Traffic...........................................................................4 - 6
Figure 4.4 2027 Total Traffic ................................................................................4 - 7
4.5 Year 2027 Traffic Analysis..........................................................................................4 - 8
Table 4.3 Year 2027 Non-Site Traffic Level-of-Service........................................4 - 8
Table 4.4 Year 2027 Total Traffic Level-of-Service..............................................4 - 8
Section 5 Recommendations and Conclusions ...............................................................5-1
5.1 Auxiliary Lane Warrants .............................................................................................5 - 1
Table 5.1 Improved Level-of-Service..........................................................................5 - 1
5.3 Conclusions................................................................................................................5-1
Figure 5.1 Recommended Improvements.............................................................5 - 2
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc
Appendix
Year 2020 Existing Traffic Volumes
Peak Hour Volumes and Trip Distribution
Year 2020 HCS Analysis
Year 2027 HCS Analysis
Auxiliary Lane Warrant Worksheets
FAIRHOPE FALLS WEST SILVERHILL, AL
1 - 1
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc
Section 1 Introduction
This report summarizes the findings of the traffic analysis performed by Neel-Schaffer, Inc. as
requested by 68V Development Services, LLC for the construction of Fairhope Falls West. The
project site is located along Langford Road, south of AL Highway 104 in Silverhill, Alabama.
Development of the site is planned to include the construction of a 391-lot single family
subdivision.
The purpose of this analysis is to estimate the trip generation potential for the project site and
evaluate the impact of the site traffic on adjacent roadways and intersections. Based on these
impacts, recommended improvements were evaluated to mitigate traffic concerns as they relate
to the site development. To analyze the related impact to the surrounding area, existing
roadway capacity and non-site traffic levels-of-service were also evaluated.
2 1 ~ 0 0 0 0 0 AL HIGHWAY 104 6.06 s V • pef\S0_CO,b 12 1 ... ~ .. / 0 0 0 ···I····························· \ Apostilic . Church C BOHEMIAN -PARK: •-L NEEL ,...SCHAFFER & MOBILE, ALABAMA FAIRHOPE FALLS WEST PROJECT LOCATION Silverhil Cemeter ) 4 FIGURE 1.1
FAIRHOPE FALLS WEST SILVERHILL, AL
2 - 1
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec2_Xconditions.doc
Section 2 Existing Conditions
The project site is located southeast of the intersection of AL Highway 104 and Langford Road.
Currently, the site is a mix of agricultural land and wooded areas. Direct access to the property is
limited to Langford Road and through the existing Fairhope Falls subdivision.
The study area is comprised of four intersections: AL Highway 104 with Langford Road, AL Highway
104 with Yosemite Boulevard, Langford Road with North Driveway and Langford Road with South
Driveway.
2.1 Langford Road
Langford Road is an undivided two-lane roadway. Langford Road has a typical section that consists
of two 12-foot travel lanes with an open drainage system. Langford Road is not a functionally
classified roadway and has a posted speed of 45 miles per hour in the vicinity of the project site.
Langford Road appears to be a partial cut through for those traveling west and avoiding traffic near St.
Michael’s High School and AL Highway 181.
2.2 AL Highway 104
AL Highway 104 is an undivided two-lane highway. AL Highway 104 has a typical section that
consists of two 12-foot travel lanes and two-foot paved shoulders in each direction with an open
drainage system. AL Highway 104 is functionally classified as a minor arterial and has a posted
speed limit of 55 miles per hour in the vicinity of the project site.
2.4 Intersection of AL Highway 104 and Langford Road
The intersection of AL Highway 104 and Langford Road is an unsignalized “T” intersection. All
approaches to the intersection are single lane approaches. The northbound approach is currently
stop controlled.
2.5 Intersection of AL Highway 104 and Yosemite Boulevard
The intersection of AL Highway 104 and Yosemite Boulevard is an unsignalized intersection. AL
Highway 104 widens to provide an eastbound right turn and a westbound left turn auxiliary lane. The
northbound approach is a divided two-lane roadway. The southbound approach is a driveway. The
northbound and southbound approaches are currently stop controlled.
FAIRHOPE FALLS WEST SILVERHILL, AL
3 - 1
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc
Section 3 Evaluation of Existing Conditions
3.1 Existing Traffic Volumes
The project area for this analysis includes the unsignalized intersections of AL Highway 104 with
Langford Road and AL Highway 104 with Yosemite Boulevard along with the future one-way
stop-controlled intersections of Langford Road with the new North Residential Entrance Road
and South Residential Entrance Road. Turning movement counts conducted on March 12,
2020 were utilized for this study. These counts were conducted before the local restrictions for
COVID-19 were put into place. A review of the historical 24-hour daily traffic volumes from
ALDOT traffic counts was conducted to see the historical impacts of traffic growth on the
roadways adjacent to the project site. The comparison of traffic volumes is provided in Table
3.1.
Table 3.1 – Historical Daily Traffic Volumes
Year Location
AL Hwy 104 S of Langford Rd
CR48 W of Lanford Rd
2018 10,195 3,475
2017 10,030 3,440
2016 10,360 3,510
2015 7,460 4,870
2014 7,180 4,770
2013 5,270 3,990
2012 2,890
2011 813
2010 5,410
2009 5,400
Annual Growth Factor 7.31%-2.73%
A review of the historical traffic counts in the area seem to show a flattening of the growth or a
decrease in volume of the last three years. Based on this data, a 2.00% compounded annual
growth rate was used to forecast non-site traffic from Year 2020 to Year 2027. Figure 3.1
illustrates the Year 2020 Existing Traffic Volumes.
-119(95) -191(95)
,0(0)
LANGFORD RD
,0(0)
(114)90~
(0)07
(f)
0
C
--i
I
CJ ;::o
< m
!
7 r --00 --00
(114)90~
(0)07
z
0 ;::o
--i
I
CJ ;::o
< m
!
7 r --00 --00
YOSEMITE BLVD
~~
AL--...-----------4~y'Fr-------:apa--
N.T.S .
.-L NEEL-SCHAFFER
: Solutions you can build upon
FAIRHOPE FALLS WEST
TRAFFIC IMPACT ST UDY
-uJ
--.J uJ LD
N-_N
-N
-.J N
__J '
(23)41 _j
(91)497
-...c,.
_...c,.
NUl
N--_N_
-U7 -
-.J N uJ
__J 'L
(12)47_J
(0)0~
(8)137
7t
)> r
I
~ ......
0
~
-...c,.
-.J LD
...c,.N --O'>u.1 u.J-
--.J -
Ll(I)
-1(0)
,1(0)
7tr
:::: O'> ::::
LD O'> 0 ---uJ
-.J
0 -
LEGEND
XX-AM PEAK
(XX) -PM PEAK
YEAR 2020
EXISTING TRAFFIC
FIGURE
3 .1
FAIRHOPE FALLS WEST SILVERHILL, AL
3 - 3
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc
3.2 Basis of Analysis
From a performance perspective, the effective operation of an intersection is evaluated based
on the delay, turning movement volumes, traffic composition and roadway geometrics. The
methodology utilized in this analysis is based on the Highway Capacity Manual, 6
th Edition.
Intersection level-of-service is based on delay per vehicle (in seconds). The level-of-service, as
outlined in the Manual, is reported as a letter designation of LOS A through F (A is the least
delay and F is the most delay). The delay range for signalized intersections and unsignalized
intersections (roundabouts, all-way and two-way) is as follows:
Signalized Intersections Unsignalized Intersections
LOS Delay (s/veh) LOS Delay (s/veh)
A ≤ 10 A ≤ 10
B > 10 – 20 B > 10 – 15
C > 20 – 35 C > 15 – 25
D > 35 – 55 D > 25 – 35
E> 55–80 E>35–50
F> 80 F> 50
The Highway Capacity Software was used to evaluate the existing peak hour traffic volumes at
the unsignalized intersections. Analysis was not complete for the new intersections since they
are not in existence.
3.3 AL Highway 104 and Langford Road
AL Highway 104 and Langford Road intersection levels-of-service, based on the Year 2020
traffic volumes, are illustrated in Figure 3.2. This analysis is based on a unsignalized
intersection.
Figure 3.2 – Existing Intersection Level-of-Service
AL Highway 104 and Langford Road
The intersection of currently operating at acceptable levels-of-service.
Level of Service D E F
Delay (seclveh) 26-35 36-50 >50
Northbound
Eastbound
Westbound I AM Peak
PM Peak
FAIRHOPE FALLS WEST SILVERHILL, AL
3 - 4
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc
3.4 AL Highway 104 and Yosemite Boulevard
AL Highway 104 and Yosemite Boulevard intersection levels-of-service, based on the Year
2020 traffic volumes, are illustrated in Figure 3.3. This analysis is based on a unsignalized
intersection.
Figure 3.3 – Existing Intersection Level-of-Service
AL Highway 104 and Yosemite Boulevard
The intersection of currently operating at acceptable levels-of-service.
Level of Service
Delay (seclveh)
Northbound
Southbound
Eastbound
Westbound
A
1 sec/veh
1 sec/veh
1 sec/veh
16 sec/veh
14 sec/veh
j 16 sec/veh
11 sec/veh
C D E F
16-25 26-35 36-50 >50
I AM Peak
PM Peak
FAIRHOPE FALLS WEST SILVERHILL, AL
4 - 1
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc
Section 4 Proposed Development
4.1 Proposed Site
The site is currently planned to be developed with 391 single family lots. The proposed
residential lots are planned to have two new accesses to Langford Road and tie to the existing
Fairhope Falls to the east.
Figure 4-1 illustrates the proposed site plan for this development.
FAIRHOPE FALLS WEST SILVERHILL, AL
4 - 3
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc
4.2 Trip Generation
The trip generation of the single-family detached housing was developed using the trip rates
contained in the Institute of Transportation Engineers Trip Generation, 10
th Edition. The site
traffic was assigned based on the demographic distribution in the study area and on the
roadways that provide access to the project site. The trip generation calculation for the
proposed site traffic are shown in Table 4.1.
Table 4. 1 – Trip Generation
Daily
Trips
AM Peak Hour PM Peak Hour
Land Use Intensity Total In Out Total In Out
Single-Family Detached
Housing 391 Dwelling
Units 3,645 282 71 211 376 237 139
Daily Traffic Generation
Single-Family Detached Housing [ITE 210] =
Ln(T)=0.92*Ln(X) + 2.71;
(50%in/50%out)
AM Peak Hour Traffic Generation
Single-Family Detached Housing [ITE 210] =
T=0.71(x) + 4.80;
(25%in/75%out)
PM Peak Hour Traffic Generation
Single-Family Detached Housing [ITE 210]=
Ln(T)=0.96*Ln(X) + 0.20;
(63%in/37%out)
Source: ITE Trip Generation, 10th Edition
The estimated site traffic volumes are illustrated in Figure 4.2.
(J7
0
~
---
<..D
-27(18) -23(79) -u.J
,23(79) ,27(89)
en
251/. __J LANGFORD RD
(30)9~ 7 r (46)70~ 7 r (70)106_J 7 (27)87 (30)97
N -J N-J -
...C,,.Q -J <..D (28)437 ...c,,. ------...c,,. -(J7 ...c,,.
~en ::; N <..D ---
(f) z
0 0
C :::0
--i --i
I I
CJ CJ
:::0 :::0
< < m m ~ ! )> -<
)> r
I
~ ......
0
~
-N co -...c,,.
u.J
YOSEMITE BLVD ' (7)117 7 t
...c,,.-_...c,,. --
NA
-<..D -
q> TOTAL IN OUT
AL pa AM 282 71 211 LEGEND
N.T.S . ~y' XX-AM PEAK PM 376 237 139 N (XX) -PM PEAK (J7
~
.-L NEEL-SCHAFFER FAIRHOPE FALLS WEST SITE FIGURE -Solutions you can build upon TRAFFIC IMPACT ST UDY TRAFFIC ASSIGNMENT 4.2 -
FAIRHOPE FALLS WEST SILVERHILL, AL
4 - 5
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc
4.3 Non-Site Traffic Forecast
A 2.00% compounded annual growth rate was used to forecast non-site traffic from Year 2020
to Year 2027 for the study intersections as discussed previously in Section 3.1. Figure 4.3
illustrates the Year 2027 Non-Site Traffic Volumes.
4.4 Year 2027 Total Traffic
Site generated traffic volumes were added to non-site traffic volumes to arrive at total (Year
2027) traffic volumes. Figure 4.4 illustrates the Year 2027 total traffic volumes.
-219(109) -219(109)
,0(0)
LANGFORD RD
,0(0)
(131)103~
(0)07
(f)
0
C
--i
I
CJ ;::o
< m
!
7 r --00 --00
(131)103~
(0)07
z
0 ;::o
--i
I
CJ ;::o
< m
!
7 r --00 --00
YOSEMITE BLVD
~~
AL--...-----------4~y'Fr-------:apa--
N.T.S .
.-L NEEL-SCHAFFER
: Solutions you can build upon
FAIRHOPE FALLS WEST
TRAFFIC IMPACT ST UDY
-A
-L,J L,J Ul
-.J-
-N Nu,
OUl
__J '
(26)47_J
(105)567
_u,
N= u,--N-
N CX):::::
0 LO uJ
__J 'L
(14)54_J
(0)0~
(9)157
7t
)> r
I
~ ......
0
~
NUl orn
OUl ---.J L,J
N(J°)
-...D. -
YEAR 2027
NON-SITE TRAFFIC
LEGEND
XX-AM PEAK
(XX) -PM PEAK
FIGURE
4.3
-246(127) -242(188)
,23(79)
LANGFORD RD
,27(89)
(161)112~
(27)87
(f)
0
C
--i
I
CJ ;::o
< m
!
7 r
N -J
...D-0 ---A
~ CJ) -
(177)173~
(30)97
z
0 ;::o
--i
I
CJ ;::o
< m
!
7 r
N-J
-J LO ---(J7
::; N -
YOSEMITE BLVD
~~
AL--...-----------4~y'Fr-------:apa--
N.T.S .
.-L NEEL-SCHAFFER
: Solutions you can build upon
FAIRHOPE FALLS WEST
TRAFFIC IMPACT ST UDY
--...D.
-L,.J
(J7 (J7
CJ) --N
(J7 (J7
CJ) (J7
__J '
(96)153_J
(133)997
-(J7
-L,.J
NLO
(J7 -
-L,.J -N uJ :::::
0 N uJ
__J 'L
(14)54_J
(0)0~
(16)267
7t
)> r
I
~ ......
0
~
N U1
-CJ)
~ (J7 -N uJ
-CJ)
-...D. -
Ll(I)
-1(0)
,1(0)
7tr
(J7 -J -
-N-
NNO
N--
-...D.
-J
A -
LEGEND
XX-AM PEAK
(XX) -PM PEAK
YEAR 2027
TOT AL TRAFFIC
FIGURE
4 .4
FAIRHOPE FALLS WEST SILVERHILL, AL
4 - 8
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc
4.5 Year 2027 Traffic Analysis
An analysis of the Year 2027 Non-Site and Total traffic volumes was conducted using the
information provided in the Highway Capacity Manual, Sixth Edition. The lane geometry and
traffic control for the total traffic analysis includes the existing roadway geometrics. The results
of the analysis are shown in Table 4.3 and Table 4.4.
Table 4.3 – Year 2027 Non-Site Traffic Level-of-Service
Unsignalized
Intersection
Peak
Hour
Level-of-Service – Delay (sec/veh)
Northbound Southbound Eastbound Westbound Total
AL Hwy 104 /
Langford Rd
AM E–35 - A–1 A–4 -
PM C – 17 -A – 1 A – 2 -
AL Hwy 104 /
Yosemite Blvd
AM C–18 C–18 A–1 A–1 -
PM B–15 B–11 A–1 A-1 -
Table 4.4 – Year 2027 Total Traffic Level-of-Service
Unsignalized
Intersection
Peak
Hour
Level-of-Service – Delay (sec/veh)
Northbound Southbound Eastbound Westbound Total
AL Hwy 104 /
Langford Rd
AM F – 363 - A – 1 A – 4 -
PM F – 75 -A – 1 A – 4 -
AL Hwy 104 /
Yosemite Blvd
AM C–19 C–19 A–1 A–1 -
PM C–15 B–12 A–1 A–1 -
Langford Rd /
North Driveway
AM A–1 A–1 - B–11 -
PM A–1 A–3 - B–11 -
Langford Rd /
South Driveway
AM A–1 A–1 - B–10 -
PM A–1 A–3 - B–11 -
The northbound approach of the intersection of AL Highway 104 and Langford Road is
anticipated to operate at capacity/failing levels-of-service due to the heavy volumes on AL
Highway 104. All other intersections are anticipated to operate at acceptable levels-of-service
in Year 2027 with the construction of the subdivision.
FAIRHOPE FALLS WEST SILVERHILL, AL
5 - 1
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Section 5 Recommendations and Conclusions
5.1 Auxiliary Lane Warrants
The traffic volumes at the intersections of AL Highway 104 with Langford Road, Langford Road
and North Driveway, and Langford Road and South Driveway were evaluated to determine if
auxiliary lane warrants are met utilizing the ALDOT Access Management Manual and the
National Cooperative Highway Research Program (NCHRP) Report 457, Evaluating Intersection
Improvements: An Engineering Study Guide. The intersection of AL Highway 104 and Langford
Road does meet the requirements for both a westbound left turn lane and an eastbound right
turn lane as established in the ALDOT Access Management Manual. The traffic counts
collected in March 2020 show that both auxiliary lanes are warranted with the existing traffic.
The new planned driveways onto Langford Road do not meet the requirements for auxiliary
lanes as established in NCHRP Report 457.
The Highway Capacity Software was utilized to analyze the levels-of-service for the intersection
of AL Highway 104 and Langford Road with the construction of an eastbound right turn lane, a
westbound left turn lane, and a northbound left turn lane. The analysis was performed on the
Total Year 2027 traffic volumes. The results of the analysis are shown in Table 5.1.
Table 5.1 – Improved Level-of-Service
Unsignalized
Intersection
Peak
Hour
Level-of-Service – Delay (sec/veh)
Northbound Southbound Eastbound Westbound Total
AL Hwy 104 /
Langford Rd
AM D – 32 - A – 1 A – 2 -
PM C – 15 -A – 1 A – 2 -
5.2 Conclusions
Development of the project site with a 391-single family lot subdivision is not anticipated to
create additional capacity related deficiencies along the existing roadways that cannot be
mitigated. The northbound approach of Langford Road to AL Highway 104 is anticipated to
operate at capacity/failing levels-of-service during Year 2027 with and without the development.
Construction of auxiliary turn lanes at this intersection will mitigate the failing levels-of-service.
It is recommended that the intersection of AL Highway 104 and Langford Road be widened to
accommodate a northbound left turn lane, an eastbound right turn lane, and a westbound left
turn lane. Figure 5.1 illustrates the recommended improvements.
I I
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Appendix
Year 2020 Existing Traffic Volumes
Peak Hour Volumes and Trip Distribution
Year 2020 HCS Analysis
Year 2027 HCS Analysis
Auxiliary Lane Warrant Worksheets
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Year 2020 Existing Traffic Volumes
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϮŽĨϮLangford Rd Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545487°, -87.810012°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
All vehicles 1 23 456 78 9
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
0600 - 0615 4 3 0 7 30 1 0 31 7 44 0 51 89
0615 - 0630 15 4 0 19 25 1 0 26 8 44 0 52 97
0630 - 0645 8 8 0 16 34 3 0 37 10 74 0 84 137
0645 - 0700 10 15 0 25 37 2 0 39 25 82 0 107 171
Hourly Total 37 30 0 ϲϳ 126 7 0 ϭϯϯ 50 244 0 Ϯϵϰ ϰϵϰ
0700 - 0715 15 9 0 24 40 3 0 43 32 121 0 153 220
0715 - 0730 14 9 0 23 51 5 0 56 45 138 0 183 262
0730 - 0745 8 19 0 27 77 7 0 84 53 138 0 191 302
0745 - 0800 4 12 0 16 54 2 0 56 44 95 0 139 211
Hourly Total 41 49 0 ϵϬ 222 17 0 Ϯϯϵ 174 492 0 ϲϲϲ ϵϵϱ
0800 - 0815 8 15 0 23 53 5 0 58 23 93 0 116 197
0815 - 0830 5 6 0 11 45 2 0 47 19 77 0 96 154
0830 - 0845 5 10 0 15 60 1 0 61 17 79 0 96 172
0845 - 0900 7 5 0 12 51 6 0 57 14 77 0 91 160
Hourly Total 25 36 0 ϲϭ 209 14 0 ϮϮϯ 73 326 0 ϯϵϵ ϲϴϯ
Grand Total 103 115 0 Ϯϭϴ 557 38 0 ϱϵϱ 297 1062 0 ϭϯϱϵ ϮϭϳϮ
Approach % 47.25 52.75 0.00 - 93.61 6.39 0.00 - 21.85 78.15 0.00 -
Intersection % 4.74 5.29 0.00 10.04 25.64 1.75 0.00 27.39 13.67 48.90 0.00 62.57
1500 - 1800 (Weekday 3h Session) (12-03-2020)
All vehicles
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
1500 - 1515 7 10 0 17 69 2 0 71 18 78 0 96 184
1515 - 1530 8 25 0 33 90 9 0 99 16 89 0 105 237
1530 - 1545 4 23 0 27 98 6 0 104 16 75 0 91 222
1545 - 1600 3 16 0 19 84 8 0 92 19 79 0 98 209
Hourly Total 22 74 0 ϵϲ 341 25 0 ϯϲϲ 69 321 0 ϯϵϬ ϴϱϮ
1600 - 1615 8 27 0 35 107 9 0 116 12 74 0 86 237
1615 - 1630 6 22 0 28 100 13 0 113 20 68 0 88 229
1630 - 1645 3 18 0 21 81 9 0 90 16 87 0 103 214
1645 - 1700 5 13 0 18 85 9 0 94 11 74 0 85 197
Hourly Total 22 80 0 ϭϬϮ 373 40 0 ϰϭϯ 59 303 0 ϯϲϮ ϴϳϳ
1700 - 1715 7 15 0 22 88 9 0 97 16 75 0 91 210
1715 - 1730 7 27 0 34 110 11 0 121 20 77 0 97 252
1730 - 1745 4 25 0 29 96 11 0 107 17 75 0 92 228
1745 - 1800 3 14 0 17 89 9 0 98 14 59 0 73 188
Hourly Total 21 81 0 ϭϬϮ 383 40 0 ϰϮϯ 67 286 0 ϯϱϯ ϴϳϴ
Grand Total 65 235 0 ϯϬϬ 1097 105 0 ϭϮϬϮ 195 910 0 ϭϭϬϱ ϮϲϬϳ
Approach % 21.67 78.33 0.00 - 91.26 8.74 0.00 - 17.65 82.35 0.00 -
Intersection % 2.49 9.01 0.00 11.51 42.08 4.03 0.00 46.11 7.48 34.91 0.00 42.39 ----
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϮŽĨϮLangford Rd Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545487°, -87.810012°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Bikes 1 23 456 78 9
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
0600 - 0615 0 0 0 0 000000 000
0615 - 0630 0 0 0 0 000000 000
0630 - 0645 0 0 0 0 000000 000
0645 - 0700 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
0700 - 0715 0 0 0 0 000000 000
0715 - 0730 0 0 0 0 000000 000
0730 - 0745 0 0 0 0 000000 000
0745 - 0800 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
0800 - 0815 0 0 0 0 000000 000
0815 - 0830 0 0 0 0 000000 000
0830 - 0845 0 0 0 0 000000 000
0845 - 0900 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
Grand Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
Approach % 0.00 0.00 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 -
Intersection % 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Bikes
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
1500 - 1515 0 0 0 0 000000 000
1515 - 1530 0 0 0 0 000000 000
1530 - 1545 0 0 0 0 000000 000
1545 - 1600 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
1600 - 1615 0 0 0 0 000000 000
1615 - 1630 0 0 0 0 000000 000
1630 - 1645 0 0 0 0 000000 000
1645 - 1700 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
1700 - 1715 0 0 0 0 000000 000
1715 - 1730 0 0 0 0 000000 000
1730 - 1745 0 0 0 0 000000 000
1745 - 1800 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
Grand Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ
Approach %0.00 0.00 0.00 -0.00 0.00 0.00 - 0.00 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ----
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϮŽĨϮLangford Rd Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545487°, -87.810012°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Passenger Vehicles (1-3)1 23 456 78 9
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
0600 - 0615 4 3 0 7 29 1 0 30 7 43 0 50 87
0615 - 0630 15 4 0 19 25 1 0 26 7 43 0 50 95
0630 - 0645 8 8 0 16 33 3 0 36 10 72 0 82 134
0645 - 0700 10 15 0 25 35 2 0 37 24 82 0 106 168
Hourly Total 37 30 0 ϲϳ 122 7 0 ϭϮϵ 48 240 0 Ϯϴϴ ϰϴϰ
0700 - 0715 15 8 0 23 38 3 0 41 31 120 0 151 215
0715 - 0730 14 9 0 23 49 5 0 54 42 134 0 176 253
0730 - 0745 8 19 0 27 73 6 0 79 52 135 0 187 293
0745 - 0800 4 11 0 15 53 2 0 55 42 91 0 133 203
Hourly Total 41 47 0 ϴϴ 213 16 0 ϮϮϵ 167 480 0 ϲϰϳ ϵϲϰ
0800 - 0815 8 14 0 22 52 5 0 57 21 92 0 113 192
0815 - 0830 5 4 0 9 43 2 0 45 16 76 0 92 146
0830 - 0845 5 10 0 15 58 1 0 59 16 76 0 92 166
0845 - 0900 7 4 0 11 49 5 0 54 14 74 0 88 153
Hourly Total 25 32 0 ϱϳ 202 13 0 Ϯϭϱ 67 318 0 ϯϴϱ ϲϱϳ
Grand Total 103 109 0 ϮϭϮ 537 36 0 ϱϳϯ 282 1038 0 ϭϯϮϬ ϮϭϬϱ
Approach % 48.58 51.42 0.00 - 93.72 6.28 0.00 - 21.36 78.64 0.00 -
Intersection % 4.89 5.18 0.00 10.07 25.51 1.71 0.00 27.22 13.40 49.31 0.00 62.71
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Passenger Vehicles (1-3)
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
1500 - 1515 6 10 0 16 68 2 0 70 17 76 0 93 179
1515 - 1530 8 23 0 31 88 9 0 97 16 87 0 103 231
1530 - 1545 3 22 0 25 94 6 0 100 16 73 0 89 214
1545 - 1600 3 16 0 19 80 8 0 88 18 77 0 95 202
Hourly Total 20 71 0 ϵϭ 330 25 0 ϯϱϱ 67 313 0 ϯϴϬ ϴϮϲ
1600 - 1615 8 26 0 34 98 8 0 106 11 71 0 82 222
1615 - 1630 6 22 0 28 99 12 0 111 20 66 0 86 225
1630 - 1645 3 17 0 20 80 9 0 89 16 83 0 99 208
1645 - 1700 5 13 0 18 84 9 0 93 11 73 0 84 195
Hourly Total 22 78 0 ϭϬϬ 361 38 0 ϯϵϵ 58 293 0 ϯϱϭ ϴϱϬ
1700 - 1715 7 15 0 22 82 9 0 91 16 75 0 91 204
1715 - 1730 7 27 0 34 107 11 0 118 19 77 0 96 248
1730 - 1745 4 25 0 29 94 11 0 105 17 75 0 92 226
1745 - 1800 3 13 0 16 86 9 0 95 14 59 0 73 184
Hourly Total 21 80 0 ϭϬϭ 369 40 0 ϰϬϵ 66 286 0 ϯϱϮ ϴϲϮ
Grand Total 63 229 0 ϮϵϮ 1060 103 0 ϭϭϲϯ 191 892 0 ϭϬϴϯ Ϯϱϯϴ
Approach % 21.58 78.42 0.00 - 91.14 8.86 0.00 - 17.64 82.36 0.00 -
Intersection % 2.48 9.02 0.00 11.51 41.77 4.06 0.00 45.82 7.53 35.15 0.00 42.67 ----
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϮŽĨϮLangford Rd Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545487°, -87.810012°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Single Unit Trucks (4-7)1 23 456 78 9
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
0600 - 0615 0 0 0 0 100101 012
0615 - 0630 0 0 0 0 000011 022
0630 - 0645 0 0 0 0 100101 012
0645 - 0700 0 0 0 0 100110 012
Hourly Total 0 0 0 Ϭ 300ϯ 23 0ϱϴ
0700 - 0715 0 1 0 1 200211 025
0715 - 0730 0 0 0 0 200224 068
0730 - 0745 0 0 0 0 400411 026
0745 - 0800 0 1 0 1 100123 057
Hourly Total 0 2 0 Ϯ 900ϵ 69 0ϭϱ Ϯϲ
0800 - 0815 0 1 0 1 100111 024
0815 - 0830 0 2 0 2 200220 026
0830 - 0845 0 0 0 0 200211 024
0845 - 0900 0 1 0 1 010102 024
Hourly Total 0 4 0 ϰ 510ϲ 44 0ϴϭϴ
Grand Total 0 6 0 ϲ 17 1 0 ϭϴ 12 16 0 Ϯϴ ϱϮ
Approach % 0.00 100.00 0.00 - 94.44 5.56 0.00 - 42.86 57.14 0.00 -
Intersection % 0.00 11.54 0.00 11.54 32.69 1.92 0.00 34.62 23.08 30.77 0.00 53.85
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Single Unit Trucks (4-7)
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West)AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
1500 - 1515 1 0 0 1 100112 035
1515 - 1530 0 2 0 2 200202 026
1530 - 1545 1 1 0 2 100101 014
1545 - 1600 0 0 0 0 400412 037
Hourly Total 2 3 0 ϱ 800ϴ 27 0ϵϮϮ
1600 - 1615 0 1 0 1 610713 0412
1615 - 1630 0 0 0 0 010102 023
1630 - 1645 0 1 0 1 100104 046
1645 - 1700 0 0 0 0 100100 001
Hourly Total 0 2 0 Ϯ 820ϭϬ 19 0ϭϬ ϮϮ
1700 - 1715 0 0 0 0 600600 006
1715 - 1730 0 0 0 0 200210 013
1730 - 1745 0 0 0 0 200200 002
1745 - 1800 0 1 0 1 300300 004
Hourly Total 0 1 0 ϭ 13 0 0 ϭϯ 10 0ϭϭϱ
Grand Total 2 6 0 ϴ 29 2 0 ϯϭ 416 0ϮϬ ϱϵ
Approach %25.00 75.00 0.00 -93.55 6.45 0.00 - 20.00 80.00 0.00 -
Intersection %3.39 10.17 0.00 13.56 49.15 3.39 0.00 52.54 6.78 27.12 0.00 33.90 ----
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϮŽĨϮLangford Rd Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545487°, -87.810012°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Combination Trucks (8-13)1 23 456 78 9
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West) AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
0600 - 0615 0 0 0 0 000000 000
0615 - 0630 0 0 0 0 000000 000
0630 - 0645 0 0 0 0 000001 011
0645 - 0700 0 0 0 0 100100 001
Hourly Total 0 0 0 Ϭ 100ϭ 01 0ϭϮ
0700 - 0715 0 0 0 0 000000 000
0715 - 0730 0 0 0 0 000010 011
0730 - 0745 0 0 0 0 010102 023
0745 - 0800 0 0 0 0 000001 011
Hourly Total 0 0 0 Ϭ 010ϭ 13 0ϰϱ
0800 - 0815 0 0 0 0 000010 011
0815 - 0830 0 0 0 0 000011 022
0830 - 0845 0 0 0 0 000002 022
0845 - 0900 0 0 0 0 200201 013
Hourly Total 0 0 0 Ϭ 200Ϯ 24 0ϲϴ
Grand Total 0 0 0 Ϭ 310ϰ 38 0ϭϭ ϭϱ
Approach % 0.00 0.00 0.00 - 75.00 25.00 0.00 - 27.27 72.73 0.00 -
Intersection % 0.00 0.00 0.00 0.00 20.00 6.67 0.00 26.67 20.00 53.33 0.00 73.33
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Combination Trucks (8-13)
1234 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West)AL-104 (East)
Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int
TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total
1500 - 1515 0 0 0 0 000000 000
1515 - 1530 0 0 0 0 000000 000
1530 - 1545 0 0 0 0 300301 014
1545 - 1600 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 300ϯ 01 0ϭϰ
1600 - 1615 0 0 0 0 300300 003
1615 - 1630 0 0 0 0 100100 001
1630 - 1645 0 0 0 0 000000 000
1645 - 1700 0 0 0 0 000001 011
Hourly Total 0 0 0 Ϭ 400ϰ 01 0ϭϱ
1700 - 1715 0 0 0 0 000000 000
1715 - 1730 0 0 0 0 100100 001
1730 - 1745 0 0 0 0 000000 000
1745 - 1800 0 0 0 0 000000 000
Hourly Total 0 0 0 Ϭ 100ϭ 00 0Ϭϭ
Grand Total 0 0 0 Ϭ 800ϴ 02 0ϮϭϬ
Approach %0.00 0.00 0.00 -100.00 0.00 0.00 - 0.00 100.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 80.00 0.00 0.00 80.00 0.00 20.00 0.00 20.00 ----
ĂůĚǁŝŶŽƵŶƚLJ͕>
Pedestrian Count
^ŝƚĞϮŽĨϮ
Langford Rd
Marr Traffic Inc
AL-104 (West)www.marrtraffic.com
AL-104 (East)2f 2h
>Ăƚͬ>ŽŶŐ
30.545487°, -87.810012°
ĂƚĞ
Thursday, March 12, 2020
2e 2g
tĞĂƚŚĞƌ
Mostly Cloudy 2a
67°F
2b
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Pedestrians ab cd ef gh
1234 6789 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West)AL-104 (East)
EB WB App NB SB App NB SB App Int
TIME 2a 2b Total 2e 2f Total 2g 2h Total Total
0600 - 0615 0 0 0 0 0 0 0 0 0 0
0615 - 0630 0 0 0 0 0 0 0 0 0 0
0630 - 0645 0 0 0 0 0 0 0 0 0 0
0645 - 0700 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
0700 - 0715 0 0 0 0 0 0 0 0 0 0
0715 - 0730 0 0 0 0 0 0 0 0 0 0
0730 - 0745 0 0 0 0 0 0 0 0 0 0
0745 - 0800 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
0800 - 0815 0 0 0 0 0 0 0 0 0 0
0815 - 0830 0 0 0 0 0 0 0 0 0 0
0830 - 0845 0 0 0 0 0 0 0 0 0 0
0845 - 0900 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
Grand Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
Approach %0.00 0.00 -0.00 0.00 - 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Pedestrians
1234 6789 11121314 16171819
Northbound Eastbound Westbound
Langford Rd AL-104 (West)AL-104 (East)
EB WB App NB SB App NB SB App Int
TIME 2a 2b Total 2e 2f Total 2g 2h Total Total
1500 - 1515 0 0 0 0 0 0 0 0 0 0
1515 - 1530 0 0 0 0 0 0 0 0 0 0
1530 - 1545 0 0 0 0 0 0 0 0 0 0
1545 - 1600 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
1600 - 1615 0 0 0 0 0 0 0 0 0 0
1615 - 1630 0 0 0 0 0 0 0 0 0 0
1630 - 1645 0 0 0 0 0 0 0 0 0 0
1645 - 1700 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
1700 - 1715 0 0 0 0 0 0 0 0 0 0
1715 - 1730 0 0 0 0 0 0 0 0 0 0
1730 - 1745 0 0 0 0 0 0 0 0 0 0
1745 - 1800 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
Grand Total 0 0 Ϭ 00 Ϭ 00 ϬϬ
Approach %0.00 0.00 -0.00 0.00 - 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
>ĂŶŐĨŽƌĚZĚ>ͲϭϬϰ;tĞƐƚͿ>ͲϭϬϰ; ĂƐƚͿEB WB
NB
Marr Traffic Inc
www.marrtraffic.com
ession) (1
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
521 9 3 533
492 3 9 480
0 (1-3) (4-7) (8-13) Total 0 174 1 6 167
0 0 0 0 964 26 5 995 0 0 0 0
0 0.823 0.813 0.667 0.8225 0
213 9 0 222
16 0 1 17 271 0 11 260
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
0
0
Total 191 0 41 49 Total
(8-13) 2 0 0 0 (8-13)
(4-7) 6 0 0 2 (4-7)
(1-3) 183 0 41 47 (1-3)
Northbound
>ĂŶŐĨŽƌĚZĚ
Volume
>ͲϭϬϰ;tĞƐƚͿEastboundPeak Hour 0700 - 0800 Peak Hour
Westbound>ͲϭϬϰ; ĂƐƚͿClasses
Volume
PHF
ĂůĚǁŝŶŽƵŶƚLJ͕>
Peak Hour Turning Movement Count
Thursday, March 12, 2020 Session Parameters
Period 0600 - 0900 (Drop Down Menu)
I I I
-* --
-al I
El .
Marr Traffic Inc
www.marrtraffic.com
ession) (1
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
330 9 1 340
317 1 8 308
0 (1-3) (4-7) (8-13) Total 0 63 0 2 61
0 0 0 0 869 29 7 905 0 0 0 0
0 0.880 0.604 0.500 0.88 0
360 13 6 379
31 1 0 32 470 6 17 447
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
0
0
Total 95 0 23 91 Total
(8-13) 0 0 0 0 (8-13)
(4-7) 3 0 1 4 (4-7)
(1-3) 92 0 22 87 (1-3)
>ĂŶŐĨŽƌĚZĚ Westbound>ͲϭϬϰ; ĂƐƚͿClasses
Volume
PHF
Northbound
Peak Hour 1515 - 1615 Peak Hour
Volume
>ͲϭϬϰ;tĞƐƚͿEastboundĂůĚǁŝŶŽƵŶƚLJ͕>
Peak Hour Turning Movement Count
Thursday, March 12, 2020 Session Parameters
Period 1500 - 1800 (Drop Down Menu)
I I I
-* --
-al I
El .
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϭŽĨϮYosemite BlvdLocal Access Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545485°, -87.800972°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
All vehicles 1234 5678 9101112 13141516
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West) AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
0600 - 0615 20103000000321033054005490
0615 - 0630 20204000000271028047004779
0630 - 0645 202150000013700381850086129
0645 - 0700 6020800000050205219900100160
Hourly Total 12071ϮϬ 0000Ϭ 1 146 4 0 ϭϱϭ 2 285 0 0 Ϯϴϳ ϰϱϴ
0700 - 0715 14 0 5 0 19 010011472050014500145215
0715 - 0730 18 0 4 0 22 000000580058016800168248
0730 - 0745 803011100012816089017500175276
0745 - 0800 70108001010669075112810130214
Hourly Total 470130ϲϬ 1110ϯ 3 252 17 0 ϮϳϮ 1 616 1 0 ϲϭϴ ϵϱϯ
0800 - 0815 30306001011615067210600108182
0815 - 0830 303060010114520481930094149
0830 - 0845 301040010106840721901092169
0845 - 0900 603091000115140560830083149
Hourly Total 150100Ϯϱ 1030ϰ 3 225 15 0 Ϯϰϯ 4 372 1 0 ϯϳϳ ϲϰϵ
Grand Total 740301ϭϬϱ 2140ϳ 7 623 36 0 ϲϲϲ 7 1273 2 0 ϭϮϴϮ ϮϬϲϬ
Approach %70.48 0.00 28.57 0.95 - 28.57 14.29 57.14 0.00 - 1.05 93.54 5.41 0.00 - 0.55 99.30 0.16 0.00 -
Intersection %3.59 0.00 1.46 0.05 5.10 0.10 0.05 0.19 0.00 0.34 0.34 30.24 1.75 0.00 32.33 0.34 61.80 0.10 0.00 62.23
1500 - 1800 (Weekday 3h Session) (12-03-2020)
All vehicles
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
1500 - 1515 400040000007330761910092172
1515 - 1530 503080000001128012039800101229
1530 - 1545 101020000001126011819900100220
1545 - 1600 3010400101196601033900093201
Hourly Total 13050ϭϴ 0010ϭ 1 393 23 0 ϰϭϳ 8 378 0 0 ϯϴϲ ϴϮϮ
1600 - 1615 30306000000125201272830085218
1615 - 1630 30104000000119501240830083211
1630 - 1645 501060010109930102410200106215
1645 - 1700 50005000000971001075750080192
Hourly Total 16050Ϯϭ 0010ϭ 0 440 20 0 ϰϲϬ 11 343 0 0 ϯϱϰ ϴϯϲ
1700 - 1715 7020900000095501005810086195
1715 - 1730 20103000000129601352950097235
1730 - 1745 50207000000120901293850088224
1745 - 1800 4000400000097501022670069175
Hourly Total 18050Ϯϯ 0000Ϭ 0 441 25 0 ϰϲϲ 12 328 0 0 ϯϰϬ ϴϮϵ
Grand Total 470150ϲϮ 0020Ϯ 1 1274 68 0 ϭϯϰϯ 31 1049 0 0 ϭϬϴϬ Ϯϰϴϳ
Approach %75.81 0.00 24.19 0.00 - 0.00 0.00 100.00 0.00 - 0.07 94.86 5.06 0.00 - 2.87 97.13 0.00 0.00 -
Intersection %1.89 0.00 0.60 0.00 2.49 0.00 0.00 0.08 0.00 0.08 0.04 51.23 2.73 0.00 54.00 1.25 42.18 0.00 0.00 43.43 --,_ __ ---,_ __ ---,_ __ ---,_ __ ---,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,_ __ ---------
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϭŽĨϮYosemite BlvdLocal Access Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545485°, -87.800972°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Bikes 1234 5678 9101112 13141516
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West) AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
0600 - 0615 000000000000000000000
0615 - 0630 000000000000000000000
0630 - 0645 000000000000000000000
0645 - 0700 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
0700 - 0715 000000000000000000000
0715 - 0730 000000000000000000000
0730 - 0745 000000000000000000000
0745 - 0800 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
0800 - 0815 000000000000000000000
0815 - 0830 000000000000000000000
0830 - 0845 000000000000000000000
0845 - 0900 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
Grand Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.000.000.000.000.000.000.00
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Bikes
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
1500 - 1515 000000000000000000000
1515 - 1530 000000000000000000000
1530 - 1545 000000000000000000000
1545 - 1600 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
1600 - 1615 000000000000000000000
1615 - 1630 000000000000000000000
1630 - 1645 000000000000000000000
1645 - 1700 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
1700 - 1715 000000000000000000000
1715 - 1730 000000000000000000000
1730 - 1745 000000000000000000000
1745 - 1800 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
Grand Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ
Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.000.000.000.000.000.000.00 --,_ __ ---,_ __ ---,_ __ ---,_ __ ---,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,_ __ ---------
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϭŽĨϮYosemite BlvdLocal Access Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545485°, -87.800972°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Passenger Vehicles (1-3)1234 5678 9101112 13141516
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West) AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
0600 - 0615 20103000000321033053005389
0615 - 0630 20204000000271028047004779
0630 - 0645 202150000013600371830084126
0645 - 0700 502070000004810491970098154
Hourly Total 11071ϭϵ 0000Ϭ 1 143 3 0 ϭϰϳ 2 280 0 0 ϮϴϮ ϰϰϴ
0700 - 0715 12 0 5 0 17 010011460047014000140205
0715 - 0730 18 0 4 0 22 000000560056016400164242
0730 - 0745 803011000000786084017300173268
0745 - 0800 70108000000659074112310125207
Hourly Total 450130ϱϴ 0100ϭ 1 245 15 0 Ϯϲϭ 1 600 1 0 ϲϬϮ ϵϮϮ
0800 - 0815 30306000000601061210400106173
0815 - 0830 303060000004520471900091144
0830 - 0845 301040000006740711861088163
0845 - 0900 503080000005030530820082143
Hourly Total 140100Ϯϰ 0000Ϭ 0 222 10 0 ϮϯϮ 4 362 1 0 ϯϲϳ ϲϮϯ
Grand Total 700301ϭϬϭ 0100ϭ 2 610 28 0 ϲϰϬ 7 1242 2 0 ϭϮϱϭ ϭϵϵϯ
Approach %69.31 0.00 29.70 0.99 - 0.00 100.00 0.00 0.00 - 0.31 95.31 4.38 0.00 - 0.56 99.28 0.16 0.00 -
Intersection %3.51 0.00 1.51 0.05 5.07 0.00 0.05 0.00 0.00 0.05 0.10 30.61 1.40 0.00 32.11 0.35 62.32 0.10 0.00 62.77
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Passenger Vehicles (1-3)
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
1500 - 1515 400040000007130741890090168
1515 - 1530 403070000001107011739700100224
1530 - 1545 10102000000106601121950096210
1545 - 1600 3010400000095501003890092196
Hourly Total 12050ϭϳ 0000Ϭ 0 382 21 0 ϰϬϯ 8 370 0 0 ϯϳϴ ϳϵϴ
1600 - 1615 20305000000118201202810083208
1615 - 1630 30104000000116501210820082207
1630 - 1645 50106001010973010049700101208
1645 - 1700 50005000000951001055730078188
Hourly Total 15050ϮϬ 0010ϭ 0 426 20 0 ϰϰϲ 11 333 0 0 ϯϰϰ ϴϭϭ
1700 - 1715 701080000009140955810086189
1715 - 1730 20103000000123601292950097229
1730 - 1745 50106000000118901273840087220
1745 - 1800 4000400000095501002670069173
Hourly Total 18030Ϯϭ 0000Ϭ 0 427 24 0 ϰϱϭ 12 327 0 0 ϯϯϵ ϴϭϭ
Grand Total 450130ϱϴ 0010ϭ 0 1235 65 0 ϭϯϬϬ 31 1030 0 0 ϭϬϲϭ ϮϰϮϬ
Approach %77.59 0.00 22.41 0.00 - 0.00 0.00 100.00 0.00 - 0.00 95.00 5.00 0.00 - 2.92 97.08 0.00 0.00 -
Intersection %1.86 0.00 0.54 0.00 2.40 0.00 0.00 0.04 0.00 0.04 0.00 51.03 2.69 0.00 53.72 1.28 42.56 0.00 0.00 43.84 --,_ __ ---,_ __ ---,_ __ ---,_ __ ---,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,_ __ ---------
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϭŽĨϮYosemite BlvdLocal Access Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545485°, -87.800972°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Single Unit Trucks (4-7)1234 5678 9101112 13141516
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West) AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
0600 - 0615 000000000000000010011
0615 - 0630 000000000000000000000
0630 - 0645 000000000001001010012
0645 - 0700 100010000001102020025
Hourly Total 1000ϭ 0000Ϭ 0210ϯ 0400ϰϴ
0700 - 0715 200020000001203040049
0715 - 0730 000000000002002040046
0730 - 0745 000001000123005010017
0745 - 0800 000000010101001030035
Hourly Total 2000Ϯ 1010Ϯ 2720ϭϭ 0120 0ϭϮ Ϯϳ
0800 - 0815 000000010111406020029
0815 - 0830 000000010110001020024
0830 - 0845 000000010100000000001
0845 - 0900 000001000111002010014
Hourly Total 0000Ϭ 1030ϰ 3240ϵ 0500ϱϭϴ
Grand Total 3000ϯ 2040ϲ 5117 0Ϯϯ 0210 0Ϯϭ ϱϯ
Approach %100.00 0.00 0.00 0.00 - 33.33 0.00 66.67 0.00 - 21.74 47.83 30.43 0.00 - 0.00 100.00 0.00 0.00 -
Intersection %5.66 0.00 0.00 0.00 5.66 3.77 0.00 7.55 0.00 11.32 9.43 20.75 13.21 0.00 43.40 0.00 39.62 0.00 0.00 39.62
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Single Unit Trucks (4-7)
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
1500 - 1515 000000000002002020024
1515 - 1530 100010000002103010015
1530 - 1545 000000000003003030036
1545 - 1600 000000010111103010015
Hourly Total 1000ϭ 0010ϭ 1820ϭϭ 0700ϳϮϬ
1600 - 1615 100010000006006020029
1615 - 1630 000000000002002010013
1630 - 1645 000000000001001050056
1645 - 1700 000000000001001010012
Hourly Total 1000ϭ 0000Ϭ 0100 0ϭϬ 0900ϵϮϬ
1700 - 1715 001010000004105000006
1715 - 1730 000000000005005000005
1730 - 1745 001010000002002010014
1745 - 1800 000000000002002000002
Hourly Total 0020Ϯ 0000Ϭ 0131 0ϭϰ 0100ϭϭϳ
Grand Total 2020ϰ 0010ϭ 1313 0ϯϱ 0170 0ϭϳ ϱϳ
Approach %50.00 0.00 50.00 0.00 - 0.00 0.00 100.00 0.00 - 2.86 88.57 8.57 0.00 - 0.00 100.00 0.00 0.00 -
Intersection %3.51 0.00 3.51 0.00 7.02 0.00 0.00 1.75 0.00 1.75 1.75 54.39 5.26 0.00 61.40 0.00 29.82 0.00 0.00 29.82 --,_ __ ---,_ __ ---,_ __ ---,_ __ ---,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,_ __ ---------
ĂůĚǁŝŶŽƵŶƚLJ͕>Classified Turn Movement Count^ŝƚĞϭŽĨϮYosemite BlvdLocal Access Marr Traffic IncAL-104 (West)www.marrtraffic.comAL-104 (East)>Ăƚͬ>ŽŶŐ30.545485°, -87.800972°ĂƚĞThursday, March 12, 2020
tĞĂƚŚĞƌ
Mostly Cloudy
67°F
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Combination Trucks (8-13)1234 5678 9101112 13141516
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West) AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
0600 - 0615 000000000000000000000
0615 - 0630 000000000000000000000
0630 - 0645 000000000000000010011
0645 - 0700 000000000001001000001
Hourly Total 0000Ϭ 0000Ϭ 0100ϭ 0100ϭϮ
0700 - 0715 000000000000000010011
0715 - 0730 000000000000000000000
0730 - 0745 000000000000000010011
0745 - 0800 000000000000000020022
Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0400ϰϰ
0800 - 0815 000000000000000000000
0815 - 0830 000000000000000010011
0830 - 0845 000000000001001040045
0845 - 0900 100010000000101000002
Hourly Total 1000ϭ 0000Ϭ 0110Ϯ 0500ϱϴ
Grand Total 1000ϭ 0000Ϭ 0210ϯ 0100 0ϭϬ ϭϰ
Approach %100.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 66.67 33.33 0.00 - 0.00 100.00 0.00 0.00 -
Intersection %7.14 0.00 0.00 0.00 7.14 0.00 0.00 0.00 0.00 0.00 0.00 14.29 7.14 0.00 21.43 0.00 71.43 0.00 0.00 71.43
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Combination Trucks (8-13)
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int
TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total
1500 - 1515 000000000000000000000
1515 - 1530 000000000000000000000
1530 - 1545 000000000003003010014
1545 - 1600 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0300ϯ 0100ϭϰ
1600 - 1615 000000000001001000001
1615 - 1630 000000000001001000001
1630 - 1645 000000000001001000001
1645 - 1700 000000000001001010012
Hourly Total 0000Ϭ 0000Ϭ 0400ϰ 0100ϭϱ
1700 - 1715 000000000000000000000
1715 - 1730 000000000001001000001
1730 - 1745 000000000000000000000
1745 - 1800 000000000000000000000
Hourly Total 0000Ϭ 0000Ϭ 0100ϭ 0000Ϭϭ
Grand Total 0000Ϭ 0000Ϭ 0800ϴ 0200ϮϭϬ
Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 100.00 0.00 0.00 - 0.00 100.00 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80.00 0.00 0.00 80.00 0.00 20.00 0.00 0.00 20.00 --,_ __ ---,_ __ ---,_ __ ---,_ __ ---,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,__,_ _,__ ,_ __ ---------
ĂůĚǁŝŶŽƵŶƚLJ͕>
Pedestrian Count
^ŝƚĞϭŽĨϮ 1c
Yosemite Blvd
Local Access 1d Marr Traffic Inc
AL-104 (West)www.marrtraffic.com
AL-104 (East)1f 1h
>Ăƚͬ>ŽŶŐ
30.545485°, -87.800972°
ĂƚĞ
Thursday, March 12, 2020
1e 1g
tĞĂƚŚĞƌ
Mostly Cloudy 1a
67°F
1b
0600 - 0900 (Weekday 3h Session) (12-03-2020)
Pedestrians ab cd ef gh
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
EB WB App EB WB App NB SB App NB SB App Int
TIME 1a 1b Total 1c 1d Total 1e 1f Total 1g 1h Total Total
0600 - 0615 0 0 0 0 0 0 0 0 0 0 0 0 0
0615 - 0630 0 0 0 0 0 0 0 0 0 0 0 0 0
0630 - 0645 0 0 0 0 0 0 0 0 0 0 0 0 0
0645 - 0700 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
0700 - 0715 0 0 0 0 0 0 0 0 0 0 0 0 0
0715 - 0730 0 0 0 0 0 0 0 0 0 0 0 0 0
0730 - 0745 0 0 0 0 0 0 0 0 0 0 0 0 0
0745 - 0800 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
0800 - 0815 0 0 0 0 0 0 0 0 0 0 0 0 0
0815 - 0830 0 0 0 0 0 0 0 0 0 0 0 0 0
0830 - 0845 0 0 0 0 0 0 0 0 0 0 0 0 0
0845 - 0900 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
Grand Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
Approach %0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1500 - 1800 (Weekday 3h Session) (12-03-2020)
Pedestrians
1234 6789 11121314 16171819
Northbound Southbound Eastbound Westbound
Yosemite Blvd Local Access AL-104 (West)AL-104 (East)
EB WB App EB WB App NB SB App NB SB App Int
TIME 1a 1b Total 1c 1d Total 1e 1f Total 1g 1h Total Total
1500 - 1515 0 0 0 0 0 0 0 0 0 0 0 0 0
1515 - 1530 0 0 0 0 0 0 0 0 0 0 0 0 0
1530 - 1545 0 0 0 0 0 0 0 0 0 0 0 0 0
1545 - 1600 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
1600 - 1615 0 0 0 0 0 0 0 0 0 0 0 0 0
1615 - 1630 0 0 0 0 0 0 0 0 0 0 0 0 0
1630 - 1645 0 0 0 0 0 0 0 0 0 0 0 0 0
1645 - 1700 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
1700 - 1715 0 0 0 0 0 0 0 0 0 0 0 0 0
1715 - 1730 0 0 0 0 0 0 0 0 0 0 0 0 0
1730 - 1745 0 0 0 0 0 0 0 0 0 0 0 0 0
1745 - 1800 0 0 0 0 0 0 0 0 0 0 0 0 0
Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
Grand Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ
Approach %0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 -
Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
zŽƐĞŵŝƚĞůǀĚ
>ŽĐĂůĐĐĞƐƐ
>ͲϭϬϰ;tĞƐƚͿ>ͲϭϬϰ; ĂƐƚͿSB
EB WB
NB
-
-
I I I I I I r l r I I I
----
--
-
-
--
----
' -
~ -~ ~ -
' -
-~ --
~ ' --
-----,_,
I
l
I 7
I
I
I 1
l
~
r
I 1
I 1
T 1
7 7 I
r
I j
I
I I ~ I ~ I l
I t==
I
I I
--
--
C --'
----
. --
--
-
--
-
-~
-
----
I~ I -I I I I I L I I J_ I~
I
I
I ~ r-
I
I
I ~
I J
I 1
I
I
1 I
I 7
l 7
I ~
I I 7
I l ~ J
I I J
Right Thru Left U-Turn Marr Traffic Inc
www.marrtraffic.com
(1-3)0100 2(1-3)
ession) (1 (4-7)1010 2(4-7)
(8-13)0000 0(8-13)
Total1110 4Total
0
0
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
645 15 4 664 1 001
616 4 12 600
0 (1-3) (4-7) (8-13) Total 0 1 0 0 1
0 0 0 0 922 27 4 953 0 0 0 0
1 2 0 3 0 0.860 0.750 0.400 0.8601 0
245 7 0 252
15 2 0 17 266 0 8 258
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
0
0
Total 19 0 47 0 13 Total
(8-13)0 0000(8-13)
(4-7)2 0200(4-7)
(1-3) 17 0 45 0 13 (1-3)
Northbound
zŽƐĞŵŝƚĞůǀĚ
Volume
>ͲϭϬϰ;tĞƐƚͿEastboundWestbound>ͲϭϬϰ; ĂƐƚͿClasses
Volume
PHF
Thursday, March 12, 2020
Period 0600 - 0900 (Drop Down Menu)
Peak Hour 0700 - 0800 Peak Hour
Session Parameters
ĂůĚǁŝŶŽƵŶƚLJ͕>
Peak Hour Turning Movement Count
>ŽĐĂůĐĐĞƐƐ
Southbound
I I I
t
--*
* --
•
I
Right Thru Left U-Turn Marr Traffic Inc
www.marrtraffic.com
(1-3)0000 0(1-3)
ession) (1 (4-7)1000 1(4-7)
(8-13)0000 0(8-13)
Total1000 1Total
0
0
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
372 10 1 383 0 000
370 1 7 362
0 (1-3) (4-7) (8-13) Total 0 9 0 0 9
0 0 0 0 838 25 5 868 0 0 0 0
0 1 0 1 0 0.915 0.694 0.375 0.9148 0
429 12 4 445
20 2 0 22 453 4 12 437
(1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3)
0
0
Total 31 0 12 0 8 Total
(8-13)0 0000(8-13)
(4-7)2 0200(4-7)
(1-3) 29 0 10 0 8 (1-3)
Northbound
zŽƐĞŵŝƚĞůǀĚ
Volume
>ͲϭϬϰ;tĞƐƚͿEastboundWestbound>ͲϭϬϰ; ĂƐƚͿClasses
Volume
PHF
Thursday, March 12, 2020
Period 1500 - 1800 (Drop Down Menu)
Peak Hour 1515 - 1615 Peak Hour
Session Parameters
ĂůĚǁŝŶŽƵŶƚLJ͕>
Peak Hour Turning Movement Count
>ŽĐĂůĐĐĞƐƐ
Southbound
I I I
t
--*
* --
•
I
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Peak Hour Volumes and Trip Distribution
$/+Z\/DQJIRUG5GSeasonal Adjustment Factor1Annual Growth Factor 2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic 4104900002221717449209952027 Non-Site Traffic 4705600002552020056501143Site Traffic Total106043000003614001992027 Non-Site Traffic 47056000025520200565011432027 Total Traffic15309900002555621456501342303HDN+RXU2020 Existing Traffic 230910000379326331709052027 Non-Site Traffic 2601050000435377236401039Site Traffic Total700280000011949002662027 Non-Site Traffic 26010500004353772364010392027 Total Traffic960133000043515612136401305NorthboundSouthboundEastboundWestboundI I I I I I I I
$/+Z\<RVHPLWH%RXOHYDUGSeasonal Adjustment Factor1Annual Growth Factor2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic 47013111325217161619532027 Non-Site Traffic 54015111328920170811094Site Traffic Total001100004304140722027 Non-Site Traffic 540151113289201708110942027 Total Traffic54026111333220572211166303HDN+RXU2020 Existing Traffic 1208001144522937008682027 Non-Site Traffic 1409001151125104250996Site Traffic Total007000028012490962027 Non-Site Traffic 14090011511251042509962027 Total Traffic140160011539252247401092NorthboundSouthboundEastboundWestboundI I I I I I I I
/DQJIRUG5RDG1RUWK'ULYHZD\Seasonal Adjustment Factor1Annual Growth Factor 2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic0 90 0 0 191 0 0 0 0 0 0 0 2812027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 322Site Traffic Total0 70 9 27 23 0 0 0 0 27 0 79 2352027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 3222027 Total Traffic0 173 9 27 242 0 0 0 0 27 0 79 557303HDN+RXU2020 Existing Traffic0 114 0 0 95 0 0 0 0 0 0 0 2092027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 240Site Traffic Total0 46 30 89 79 0 0 0 0 18 0 52 3142027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 2402027 Total Traffic0 177 30 89 188 0 0 0 0 18 0 52 554NorthboundSouthboundEastboundWestboundI I I I I I I I
/DQJIRUG5RDG6RXWK'ULYHZD\Seasonal Adjustment Factor1Annual Growth Factor2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic0 90 0 0 191 0 0 0 0 0 0 0 2812027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 322Site Traffic Total0 9 8 23 27 0 0 0 0 24 0 70 1612027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 3222027 Total Traffic0 112 8 23 246 0 0 0 0 24 0 70 483303HDN+RXU2020 Existing Traffic0 114 0 0 95 0 0 0 0 0 0 0 2092027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 240Site Traffic Total0 30 27 79 18 0 0 0 0 16 0 46 2162027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 2402027 Total Traffic0 161 27 79 127 0 0 0 0 16 0 46 456NorthboundSouthboundEastboundWestboundI I I I I I I I
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Year 2020 HCS Analysis
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG ([LVWLQJ$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $&
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG([LVWLQJ$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG ([LVWLQJ303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 %
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG([LVWLQJ303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG ([LVWLQJ$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$&&
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &&
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH([LVWLQJ$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG ([LVWLQJ303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$%%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 %%
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH([LVWLQJ303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Year 2027 HCS Analysis
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 1RQ6LWH$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $(
$SSURDFK'HOD\ VYHK
$SSURDFK/26 (
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG1RQ6LWH$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 1RQ6LWH303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $&
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG1RQ6LWH303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG 1RQ6LWH$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$&&
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &&
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH1RQ6LWH$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG 1RQ6LWH303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$%%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 %%
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH1RQ6LWH303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 7RWDO$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $)
$SSURDFK'HOD\ VYHK
$SSURDFK/26 )
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG7RWDO$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 7RWDO303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 75 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG
0HGLDQ7\SH_6WRUDJH 8QGLYLGHG
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $)
$SSURDFK'HOD\ VYHK
$SSURDFK/26 )
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG7RWDO303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG 7RWDO$03HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$&&
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &&
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH7RWDO$03HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $/<RVHPLWH
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW <RVHPLWH5G
7LPH$QDO\]HG 7RWDO303HDN 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ /7 5 /75 /75 /75
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $$&%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &%
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG +&6ྖ 7:6&9HUVLRQ *HQHUDWHG $0
<RVHPLWH7RWDO303HDN[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 7RWDO$03HDN,PSURYHG 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 7 5 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $(%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 '
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG7RWDO$03HDN,PSURYHG[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
+&67ZR:D\6WRS&RQWURO5HSRUW
*HQHUDO,QIRUPDWLRQ 6LWH,QIRUPDWLRQ
$QDO\VW 6%HUJLQ ,QWHUVHFWLRQ $//DQJIRUG
$JHQF\&R1HHO6FKDIIHU -XULVGLFWLRQ $/'27
'DWH3HUIRUPHG (DVW:HVW6WUHHW $/+Z\
$QDO\VLV<HDU 1RUWK6RXWK6WUHHW /DQJIRUG5RDG
7LPH$QDO\]HG 7RWDO303HDN,PSURYHG 3HDN+RXU)DFWRU
,QWHUVHFWLRQ2ULHQWDWLRQ (DVW:HVW $QDO\VLV7LPH3HULRG KUV
3URMHFW'HVFULSWLRQ )DLUKRSH)DOOV:HVW
/DQHV
0DMRU6WUHHW (DVW:HVW
9HKLFOH9ROXPHVDQG$GMXVWPHQWV
$SSURDFK (DVWERXQG :HVWERXQG 1RUWKERXQG 6RXWKERXQG
0RYHPHQW 8 /7 5 8 /7 5 8 /7 5 8 /7 5
3ULRULW\8 8
1XPEHURI/DQHV
&RQILJXUDWLRQ 7 5 /7 /5
9ROXPH YHKK
3HUFHQW+HDY\9HKLFOHV
3URSRUWLRQ7LPH%ORFNHG
3HUFHQW*UDGH
5LJKW7XUQ&KDQQHOL]HG 1R 1R
0HGLDQ7\SH_6WRUDJH /HIW2QO\
&ULWLFDODQG)ROORZXS+HDGZD\V
%DVH&ULWLFDO+HDGZD\ VHF
&ULWLFDO+HDGZD\ VHF
%DVH)ROORZ8S+HDGZD\ VHF
)ROORZ8S+HDGZD\ VHF
'HOD\4XHXH/HQJWKDQG/HYHORI6HUYLFH
)ORZ5DWHY YHKK
&DSDFLW\F YHKK
YF5DWLR
4XHXH/HQJWK4ࢮࢪ YHK
&RQWURO'HOD\ VYHK
/HYHORI6HUYLFH /26 $&%
$SSURDFK'HOD\ VYHK
$SSURDFK/26 &
&RS\ULJKW8QLYHUVLW\RI)ORULGD$OO5LJKWV5HVHUYHG+&6ྖ 7:6&9HUVLRQ*HQHUDWHG $0
/DQJIRUG7RWDO303HDN,PSURYHG[WZ
J I,.
:.JI ~
+-
}:;
♦.::
~
FAIRHOPE FALLS WEST SILVERHILL, AL
Neel-Schaffer, Inc.
Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc
Auxiliary Lane Warrant Worksheets
)LJXUH*XLGHOLQHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGOHIWWXUQED\DWDWZRZD\VWRSFRQWUROOHGLQWHUVHFWLRQODQHURDGZD\ (QJOLVK INPUTValue4530%188177OUTPUTValue288CALIBRATION CONSTANTSValue3.05.01.9Critical headway, s:Average time for left-turn vehicle to clear the advancing lane, s:Limiting advancing volume (VA), veh/h:*XLGDQFHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGOHIWWXUQED\ /HIWWXUQWUHDWPHQW127ZDUUDQWHGAverage time for making left-turn, s:Advancing volume (VA), veh/h:Opposing volume (VO), veh/h:VariableVariableVariable85th percentile speed, mph:Percent of left-turns in advancing volume (VA), %:01002003004005006007008000 100 200 300 400 500 600 7002SSRVLQJ9ROXPH 92 YHKK$GYDQFLQJ9ROXPH 9$ YHKKLeft-turn treatment warranted.Left-turn treatment not warranted.North Driveway\ I I \ I \ I \ I I I \. \. ~~ ' "
INPUTCOMPUTATIONSSpeed: 45 mph rho 0.018LT_percent: 30% f = 0.79Time_tw 0.7 sVolume_Vo: 177 veh/h serv_rate: 1063 veh/hVolume_Va: 288 veh/hVo Time_tw Vo Serv_rate0 0.0 0 1200100 0.4 100 1121200 0.8 200 1046300 1.2 300 976400 1.7 400 910500 2.2 500 848600 2.8 600 789700 3.5 700 735800 4.2 800 683Time_t1: 3.0 sCriticalGap_Gc 5.0 s % LT veh. 30% 10% 15% 20% 40%Time_te: 1.9 s VoVAVAVAVAVA0 355 543 456 407 332100 315 481 404 360 294200 280 428 360 321 262300 251 383 322 287 235400 225 344 289 258 211500 203 310 260 232 190600 183 280 235 210 171700 166 253 213 190 155800 150 229 193 172 140
)LJXUH*XLGHOLQHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGULJKWWXUQED\DWDWZRZD\VWRSFRQWUROOHGLQWHUVHFWLRQINPUTValue4520030OUTPUTValue231ULJKWWXUQED\IRUDODQHURDGZD\ 'R127DGGULJKWWXUQED\Roadway geometry:VariableVariable*XLGDQFHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:Limiting right-turn volume, veh/h:2-lane roadway020406080100120140200 400 600 800 1000 1200 1400 165LJKW7XUQ9ROXPHYHKK0DMRU5RDG9ROXPH RQHGLUHFWLRQ YHKKAdd right - turn bayNorth DrivewayI I .-=J
600
2-lane road4-lane road
dwaydway2-lane roadwayMajor road speed (accounts for speeds greater than 100)Speed: 72.405 km/hVol_MJ: 200Vol_RT: 30R_type: 1 (1= 2-lane, 2=4-lane)RTV = EXP(B) * Volume^CB_parm: 15.15 B = bo + b1*Speed + b2*Speed^2C_parm: -1.83 C = c0 + c1*Speed + c2*Speed^2RTV_given231Major VolRTVcalc200 231.4400 65.0600 30.9800 18.21000 12.11200 8.71400 6.51600 5.1ln (a) bb1b2b0c1 c2 co2 - lane1 -2.088 0.010 113.618 0.298 -0.001 -15.8474 - lane2 -1.107 0.005 71.429 0.150 -0.001 -9.257234567Values used:-2.088 0.010 113.618 0.298 -0.001 -15.847
November 17, 2020
Have a nice day,
Casey Hill
Planner
Dewberry
25353 Friendship Road
Daphne, Al 36526
Office: (251) 929 9804
Cell: (334) 332 7508
Re: Fairhope Falls West
Ms Hill,
,6 BCSS
BALDWIN COUNTY SEWER SE RVla
c lean and simple
At your request, this letter is to verify that Baldwi n County Sewer Service LLC (BCSS) has the capacity
and capability to serve the proposed development at Fairhope Falls West. Baldwin County Sewer
Service LLC is willing and able to provide sewer service to the above referenced property, subject to
applicant paying all fees required for this service. This letter is not to be used to obtain a building
permit. A $50.00 per lot review f ee will be due to have preconstruction plans reviewed and a $1500.00
impact fee per lot will need to be paid to Baldwin County Service LLC if a new subdivision plat is signed.
This letter is valid for a period of two years from the date of issue . Any development that has not paid
the necessary fees before this letter expires will need to contact BCSS and request a re-issu ance of their
willing and able letter.
* A franchise fee may apply in franchise areas.
The wastewater will be treated at our Spanish Fort Treatment Plant.
Sincerely,
Angela Fo ley
Baldwin County Sewer Service, LLC
(251) 971-3022
angela@baldwlncountysewer.com
November 06 , 2020
Casey Hill
Dewbe rry Engineers & Surveyors
25353 Friendship Rd.
Daphne, Alabama 36526
RE: Fairhope Falls West Subdivision
Dear Ms. Hill:
ATO
2155 OLD SH ELL RD
Suite
MO BILE, AL 36607
T : 2514718361
f : 2514710410
www .a tt,com
This letter is in response to your request for i nformation on the availability of service
at the above Fairhope Falls West Subdivision by AT&T.
This letter acknowledges that the above referenced Subd ivision is located in an area
served by AT&T. Any service arrangements for the proposed Subdivision will be
subject to later discussions and agreements between the developer and AT&T.
Please be advised that this letter is not a commitment by AT&T to provide service to
the Fairhope Falls West Subdivision.
Please contact me at the phone number included in this letter with any questions.
Th ank you for contacting AT&T.
Sincerely,
Wade Mitchell
MGR OSP Planni ng & Engineering Design
~~
Waterline Narrative and Calculations
Fairhope Falls Phases 4 - 9
PREPARED BY:
October 2020
Table of Contents
Introduction ........................................................................................................................1
Site Description ..................................................................................................................1
Existing Water Distribution System.................................................................................1
Proposed Water Distribution System...............................................................................2
Water System Demands ....................................................................................................2
Water Model Analysis .......................................................................................................3
Summary .............................................................................................................................3
Appendix A .........................................................................................................................4
Vicinity Map ......................................................................................................................
Appendix B .........................................................................................................................5
WaterCad Results ...............................................................................................................
1
INTRODUCTION
The purpose of this report is to provide an analysis of the proposed water distribution system for
Fairhope Falls Phases 4 - 9 (a residential development). This report also includes analysis for the
existing phases of Fairhope Falls (Phases 1, 2, and 3). The system was designed to provide
sufficient domestic demand during average daily flows, while providing adequate fire flow demand
to each hydrant. The system was analyzed using Bentley’s computer modeling software,
WaterCAD V8i.
SITE DESCRIPTION
Fairhope Falls Phases 4 – 9 is a proposed development located on the south side of Highway
104 approximately 3 miles east of 181 in Baldwin County, Alabama. The development connects
to Langford Road (in two locations), and it also connects to the existing phases of Fairhope Falls
through Yosemite Blvd. Phases 4 - 9 of the development consists of 110 ± acres with a total of
328 lots, while the existing phases 1, 2, and 3 consist of 214 lots. A vicinity map of the site can be
found in Appendix A.
EXISTING WATER DISTRIBUTION SYSTEM
There is an existing 6-inch water main located along Highway 104, an existing 12-inch water main
located along Langford Road, and an existing 10-inch water main located through the middle of
the proposed development. The water mains are maintained by the City of Fairhope. Phase One,
Two, and Three of Fairhope Falls are existing and currently have existing homes. It has been
included in this water model. Fire hydrants, one located at the corner of Bridalwood Lane and
Langford Road and the other located approximately 500 feet south on Langford Road, were
tested in order to obtain the available flow and pressure. The resulting flow and pressure from the
flow test are as follows:
Fire Hydrant Flow, Qf = 1,036 gallons per minute
Static Pressure, Ps = 59 psi
Residual Pressure, Pr = 45 psi
2
PROPOSED WATER DISTRIBUTION SYSTEM
The proposed water distribution system will tie (in two places) to the existing 12" water main
located on Langford Road. It will also tie (in multiple locations) to the existing 10" water main that
runs through the proposed development. Domestic water services for each lot and fire hydrant
are connected to the mains throughout the development. The proposed water pipe network can
be seen in Appendix B.
WATER SYSTEM DEMANDS
The following design parameters were used to determine the demands for the proposed water
distribution system.
1. Average Daily Residential Demand per Lot = 350 gallons/day/residential lot = 0.24 gpm/lot
2. Peak Factor = 3
3. Fire Flow Demand = 1000 gallons/minute
4. All while maintaining a minimum of 20 psi
The required fire flow demand was obtained through the latest edition of the International Fire
Code for Group R-2 buildings without an automatic sprinkler system. Once the full development
is complete the demand on the proposed water main was determined as follows:
Average Daily Residential Demand
= 0.24 gpm/lot * 3 (Peak Factor) * 542 lots
= 390.24 gallons per minute
Total Fire Flow Demand
= 1000 gallons per minute
Total Demand
= 390.24 gpm + 1000 gpm
= 1390 gallons per minute
3
WATER MODEL ANALYSIS
WaterCAD V8i was used to model the proposed water distribution system. A Hazen Williams
roughness factor “C” of 150 for PVC pipes was used. The elevations for the water main and
various hydrants were obtained utilizing survey data and GIS contours. The proposed pipe sizes
in the distribution system were obtained from the required flows and pressures throughout the
system.
The water source for the development was modeled in WaterCAD as a pump and reservoir
located at the corner of Bridalwood Lane and Langford Road. A pump curve was determined
using the flow test information shown below.
Hydrant located approximately 500 south of Bridalwood Lane on Langford Road:
Qr = Available Fire Flow
Actual Flow, Qf = 1,036 gpm
Static Pressure, Ps = 59 psi
Residual Flow, Pr = 45 psi
Desired Pressure, Pd = 20 psi
Q = Q P − P .
P − P . = 1036
59 − 20 .
59 −45 .
Qr = 1,801 gpm @ 20 psi
A water model was developed to analyze Fairhope Falls Phases 1 through 9. A steady state
analysis was performed to determine the fire flow at each hydrant with a minimum pressure of 20
psi. The fire flow for the 37 fire hydrants in the future development ranged from 1,095 gpm to
1,308 gpm. The domestic demand was also included in the steady state analysis for each hydrant
to ensure the domestic demands were being met. The water model data can be found in
Appendix B.
SUMMARY
Based on the water model, the proposed water distribution system will provide the required
average daily demand and a fire flow demand, while maintaining a pressure above 20 psi. For
more detailed information refer to the computer model in the Appendices.
4
Appendix A
(Maps)
8.2
I
I
E::11111~ I I
t:a=-::1 I
I
yy
I
•• • '-
I
I
---~::z::::z:::cc:cz:i
VICINITY MAP
7" == 7 MILE
5
Appendix B
(WaterCad Results)
Scenario: Base
P-66 P-65
P-113
P-110
P-109
P-102
P-101
P-95
P-94
P-92
P-91P-90
P-89
P-88P-87
P-84
P-81 P-74P-71P-70P-69P-68P-125 P-124
P-123
P-127 P-126
P-67
P-128P-62
J-37
J-35
J-26
J-31
J-28
J-20
J-25
J-19
J-23
J-22
J-21
J-16
J-17
J-33
J-27PMP-1
R-1
H-72
H-71
H-70
H-69
H-68
H-67
H-66H-65
H-64
H-63
H-62
H-61H-60
H-59 H-58
H-57H-56
H-55
H-54 H-53
H-52
H-51
H-50 H-49
H-48H-47H-46H-45H-44H-43 H-42 H-41
H-38
H-14
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown,
CT 06795 USA +1-203-755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]
Bentley Systems, Inc. Haestad Methods Solution
Center
WaterCAD Fairhope Falls - updated to include Fairhope
Falls West.wtg
EX 12"
EX 10"
PROPOSED 8" (MINIMUM)
PROPOSED 6" (MINIMUM)t
FlexTable: Hydrant Table
Pressure
(Residual Lower
Limit)
(psi)
Flow (Total
Needed)
(gpm)
Fire Flow (Available)
(gpm)
Pressure
(psi)
Demand
(gpm)
Elevation
(ft)
LabelID
20.01,0021,30877.2266.00H-125
20.01,0031,30881.5356.00H-226
20.01,0041,30885.4447.00H-327
20.01,0031,30885.8346.00H-428
20.01,0031,30886.7344.00H-529
20.01,0041,30887.1443.00H-630
20.01,0051,30883.3552.00H-731
20.01,0051,30888.4540.00H-832
20.01,0041,30891.0434.00H-933
20.01,0041,30888.0441.00H-1034
20.01,0041,30881.5456.00H-1135
20.01,0051,30877.6565.00H-1236
20.01,0041,30877.7465.00H-1337
20.01,0021,30879.6260.53H-1438
20.01,0041,30875.9469.00H-1539
20.01,0041,30874.2473.00H-1640
20.01,0031,30880.2359.00H-1741
20.01,0051,30874.2573.00H-1842
20.01,0041,30874.2473.00H-1943
20.01,0061,30872.0678.00H-2044
20.01,0041,30873.7474.00H-2145
20.01,0031,30876.3368.00H-2246
20.01,0041,30875.5470.00H-2347
20.01,0041,30879.8460.00H-2448
20.01,0041,30877.2466.00H-2549
20.01,0041,30875.5470.00H-2650
20.01,0041,30872.9476.00H-2751
20.01,0041,30873.3475.00H-2852
20.01,0031,30870.7381.00H-2953
20.01,0031,30870.7381.00H-3054
20.01,0041,30872.4477.00H-3155
20.01,0031,30874.6372.00H-3256
Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
10/19/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center
WaterCAD Fairhope Falls - updated to include Fairhope Falls
West.wtg
FlexTable: Hydrant Table
Pressure
(Residual Lower
Limit)
(psi)
Flow (Total
Needed)
(gpm)
Fire Flow (Available)
(gpm)
Pressure
(psi)
Demand
(gpm)
Elevation
(ft)
LabelID
20.01,0041,30669.8483.00H-3357
20.01,0021,29166.8290.00H-3458
20.01,0031,27963.8397.00H-3559
20.01,0031,29865.5393.00H-3660
20.01,0041,30872.9476.00H-37121
20.01,0051,30871.6579.18H-38163
20.01,0061,31659.56107.33H-41172
20.01,0061,34854.86118.34H-42175
20.01,0061,09554.36119.21H-43178
20.01,0061,18554.76118.17H-44179
20.01,0061,25959.96106.17H-45180
20.01,0061,29065.4693.49H-46181
20.01,0071,29770.7781.27H-47182
20.01,0071,30374.2773.03H-48183
20.01,0051,31378.8562.53H-49184
20.01,0071,31572.5777.04H-50185
20.01,0051,31567.4588.76H-51186
20.01,0051,31266.3591.47H-52187
20.01,0071,23560.47105.09H-53188
20.01,0071,11056.07115.39H-54189
20.01,0071,12557.97110.95H-55190
20.01,0071,18460.17105.69H-56191
20.01,0071,25065.2793.91H-57192
20.01,0061,33267.7688.32H-58193
20.01,0071,35764.8795.18H-59194
20.01,0061,31970.9680.70H-60195
20.01,0061,31675.4670.31H-61196
20.01,0051,31579.9559.90H-62197
20.01,0041,31583.2452.21H-63198
20.01,0071,31581.0757.24H-64199
20.01,0051,31578.1563.97H-65200
20.01,0071,31579.9759.80H-66201
Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
10/19/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center
WaterCAD Fairhope Falls - updated to include Fairhope Falls
West.wtg
FlexTable: Hydrant Table
Pressure
(Residual Lower
Limit)
(psi)
Flow (Total
Needed)
(gpm)
Fire Flow (Available)
(gpm)
Pressure
(psi)
Demand
(gpm)
Elevation
(ft)
LabelID
20.01,0051,31578.8562.43H-67202
20.01,0071,31580.5758.57H-68203
20.01,0051,31579.7560.36H-69204
20.01,0051,26082.2554.60H-70205
20.01,0051,30665.4593.58H-71206
20.01,0041,30876.5467.81H-72213
Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
10/19/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center
WaterCAD Fairhope Falls - updated to include Fairhope Falls
West.wtg
FlexTable: Junction Table
Flow (Total
Needed)
(gpm)
Fire Flow
(Available)
(gpm)
Pressure
(psi)
Demand
(gpm)
Elevation
(ft)
LabelID
1,0001,30877.2066.00J-165
1,0001,30877.2066.00J-280
1,0001,30875.0071.00J-383
1,0001,30872.9076.00J-486
1,0001,30874.2073.00J-595
1,0001,30878.1064.00J-6100
1,0001,30872.0078.00J-7108
1,0001,30870.3082.00J-8110
1,0001,30870.3082.00J-9112
1,0001,30872.0078.00J-10114
1,0001,30873.7074.00J-11124
1,0001,30874.2073.00J-12130
1,0001,30877.2066.00J-13142
1,0001,38757.70111.63J-16157
1,0001,30876.8067.00J-17160
1,0001,30966.1092.00J-19208
1,0001,31568.6086.00J-20211
1,0001,31379.0062.00J-21212
1,0001,32071.2080.00J-22214
1,0001,31675.5070.00J-23215
1,0001,32168.2087.00J-25217
1,0001,25660.00106.00J-26218
1,0001,28865.6093.00J-27219
1,0001,31160.00106.00J-28220
1,0001,31572.5077.00J-31225
1,0001,31675.5070.00J-33227
1,0001,37962.30101.00J-35249
1,0001,30877.3066.00J-37281
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown,
CT 06795 USA +1-203-755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]
Bentley Systems, Inc. Haestad Methods Solution
Center
WaterCAD Fairhope Falls - updated to include Fairhope
Falls West.wtg
FlexTable: Pipe Table
Hazen-Williams
C
Manning's nMaterialDiameter
(in)
Length
(ft)
Length (User
Defined)
(ft)
Has User Defined
Length?
Stop NodeStart NodeLabelID
150.00.010PVC10.0207.430.00FalseH-1J-13P-264
150.00.010PVC10.047.020.00FalseJ-1H-1P-366
150.00.010PVC8.0274.720.00FalseH-2J-1P-467
150.00.010PVC8.0388.840.00FalseH-3H-2P-568
150.00.010PVC8.0321.720.00FalseH-4H-3P-669
150.00.010PVC8.0299.540.00FalseH-5H-4P-770
150.00.010PVC8.0234.400.00FalseH-6H-5P-871
150.00.010PVC8.0324.680.00FalseH-7H-6P-972
150.00.010PVC8.0396.600.00FalseH-8H-7P-1073
150.00.010PVC8.0317.760.00FalseH-9H-8P-1174
150.00.010PVC8.0294.620.00FalseH-10H-9P-1275
150.00.010PVC8.0243.640.00FalseH-11H-10P-1376
150.00.010PVC10.0444.120.00FalseH-23H-11P-1477
150.00.010PVC10.0281.020.00FalseH-24H-23P-1578
150.00.010PVC10.0260.520.00FalseH-25H-24P-1679
150.00.010PVC10.053.440.00FalseJ-2H-25P-1781
150.00.010PVC10.0386.530.00FalseH-26J-2P-1882
150.00.010PVC10.045.270.00FalseJ-3H-26P-1984
150.00.010PVC10.0282.340.00FalseH-27J-3P-2085
150.00.010PVC8.045.400.00FalseJ-4H-27P-2187
150.00.010PVC10.0307.770.00FalseJ-1J-4P-2288
150.00.010PVC8.0252.520.00FalseH-28J-1P-2389
150.00.010PVC8.0363.210.00FalseH-35H-36P-2591
150.00.010PVC8.0301.900.00FalseH-34H-35P-2692
150.00.010PVC8.0375.300.00FalseH-33H-34P-2793
150.00.010PVC8.0360.570.00FalseH-20H-33P-2894
150.00.010PVC8.0329.780.00FalseJ-5H-20P-2996
150.00.010PVC8.045.940.00FalseH-18J-5P-3097
150.00.010PVC8.0368.760.00FalseH-17H-18P-3198
150.00.010PVC8.0329.000.00FalseH-15H-17P-3299
150.00.010PVC8.0334.970.00FalseJ-6H-15P-33101
150.00.010PVC10.050.170.00FalseH-12J-6P-34102
150.00.010PVC10.0327.910.00FalseH-13H-12P-35103
150.00.010PVC10.0348.070.00FalseH-14H-13P-36104
150.00.010PVC10.0337.840.00FalseH-11J-6P-37105
150.00.010PVC8.0303.070.00FalseH-32J-2P-38106
150.00.010PVC8.0397.580.00FalseH-31H-32P-39107
Page 1 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-
755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg
FlexTable: Pipe Table
Hazen-Williams
C
Manning's nMaterialDiameter
(in)
Length
(ft)
Length (User
Defined)
(ft)
Has User Defined
Length?
Stop NodeStart NodeLabelID
150.00.010PVC8.055.660.00FalseJ-7H-31P-40109
150.00.010PVC8.0337.860.00FalseJ-8J-7P-41111
150.00.010PVC8.0331.450.00FalseJ-9J-8P-42113
150.00.010PVC8.056.720.00FalseJ-10H-28P-43115
150.00.010PVC8.0339.890.00FalseH-36J-10P-44116
150.00.010PVC8.0287.310.00FalseJ-10J-9P-45117
150.00.010PVC8.056.870.00FalseH-29J-9P-46118
150.00.010PVC8.0388.040.00FalseJ-4H-29P-47119
150.00.010PVC8.056.150.00FalseH-30J-8P-48120
150.00.010PVC8.0249.180.00FalseH-37H-30P-49122
150.00.010PVC8.0289.990.00FalseJ-3H-37P-50123
150.00.010PVC8.0341.170.00FalseJ-11J-7P-51125
150.00.010PVC8.056.220.00FalseH-21J-11P-52126
150.00.010PVC8.0379.600.00FalseH-22H-21P-53127
150.00.010PVC8.0375.000.00FalseH-32H-22P-54128
150.00.010PVC8.0266.980.00FalseH-19H-22P-55129
150.00.010PVC8.0245.560.00FalseJ-12H-19P-56131
150.00.010PVC8.049.090.00FalseH-16J-12P-57132
150.00.010PVC8.0277.090.00FalseH-15H-16P-58133
150.00.010PVC8.0625.300.00FalseJ-5J-12P-59134
150.00.010PVC8.0340.940.00FalseJ-11H-20P-60135
150.00.010PVC60.01.001.00TrueR-1PMP-1P-62139
150.00.010PVC10.030.290.00FalsePMP-1J-16P-128159
150.00.010PVC10.0310.520.00FalseH-38J-17P-67164
150.00.010PVC10.0401.290.00FalseH-42H-41P-126176
150.00.010PVC10.0401.410.00FalseJ-16H-42P-127177
150.00.010PVC10.0373.980.00FalseJ-19H-38P-123209
150.00.010PVC10.0288.100.00FalseJ-28J-19P-124221
150.00.010PVC10.067.230.00FalseH-41J-28P-125222
150.00.010PVC8.0551.710.00FalseH-44H-43P-68230
150.00.010PVC8.0348.950.00FalseJ-26H-44P-69231
150.00.010PVC6.0284.450.00FalseJ-27J-26P-70232
150.00.010PVC6.0383.320.00FalseH-47J-27P-71233
150.00.010PVC6.0397.060.00FalseH-48H-47P-72234
150.00.010PVC6.0383.820.00FalseH-72H-48P-73235
150.00.010PVC6.048.950.00FalseJ-17H-72P-74236
150.00.010PVC8.041.740.00FalseH-45J-26P-75237
Page 2 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-
755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg
FlexTable: Pipe Table
Hazen-Williams
C
Manning's nMaterialDiameter
(in)
Length
(ft)
Length (User
Defined)
(ft)
Has User Defined
Length?
Stop NodeStart NodeLabelID
150.00.010PVC8.0417.710.00FalseJ-28H-45P-76238
150.00.010PVC6.044.110.00FalseH-46J-27P-77239
150.00.010PVC6.0393.340.00FalseH-71H-46P-78240
150.00.010PVC6.038.690.00FalseJ-19H-71P-79241
150.00.010PVC6.0416.790.00FalseH-53H-41P-80242
150.00.010PVC6.0455.250.00FalseH-54H-53P-81243
150.00.010PVC6.0365.580.00FalseH-55H-54P-82244
150.00.010PVC6.0376.560.00FalseH-56H-55P-83245
150.00.010PVC6.0455.950.00FalseH-57H-56P-84246
150.00.010PVC6.0349.160.00FalseJ-25H-57P-85247
150.00.010PVC6.0420.090.00FalseH-57H-53P-86248
150.00.010PVC6.0352.540.00FalseH-59J-35P-87250
150.00.010PVC6.0420.410.00FalseH-58H-59P-88251
150.00.010PVC6.095.130.00FalseJ-25H-58P-89252
150.00.010PVC6.0325.630.00FalseJ-22J-25P-90253
150.00.010PVC6.0318.030.00FalseJ-23J-22P-91254
150.00.010PVC6.040.870.00FalseJ-33J-23P-92255
150.00.010PVC6.0356.390.00FalseH-65J-33P-93256
150.00.010PVC6.0257.270.00FalseH-66H-65P-94257
150.00.010PVC6.0377.010.00FalseH-64H-66P-95258
150.00.010PVC6.0414.700.00FalseH-68H-64P-96259
150.00.010PVC6.0417.260.00FalseH-69H-68P-97260
150.00.010PVC6.0275.430.00FalseH-70H-69P-98261
150.00.010PVC6.0271.260.00FalseH-67H-65P-99262
150.00.010PVC6.0378.290.00FalseH-69H-67P-100263
150.00.010PVC6.0360.220.00FalseH-62J-33P-101264
150.00.010PVC6.0408.410.00FalseH-63H-62P-102265
150.00.010PVC6.0528.750.00FalseH-64H-63P-103266
150.00.010PVC6.0340.480.00FalseH-52J-19P-104267
150.00.010PVC6.0314.120.00FalseJ-20H-52P-105268
150.00.010PVC6.035.400.00FalseH-51J-20P-106269
150.00.010PVC6.0416.620.00FalseH-60H-51P-107270
150.00.010PVC6.051.900.00FalseJ-22H-60P-108271
150.00.010PVC6.0276.290.00FalseH-50J-20P-109272
150.00.010PVC6.043.400.00FalseJ-31H-50P-110273
150.00.010PVC6.0451.390.00FalseH-61J-31P-111274
150.00.010PVC6.052.440.00FalseJ-23H-61P-112275
Page 3 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-
755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg
FlexTable: Pipe Table
Hazen-Williams
C
Manning's nMaterialDiameter
(in)
Length
(ft)
Length (User
Defined)
(ft)
Has User Defined
Length?
Stop NodeStart NodeLabelID
150.00.010PVC6.0362.390.00FalseJ-21J-31P-113276
150.00.010PVC6.0409.600.00FalseH-62J-21P-114277
150.00.010PVC10.0560.720.00FalseJ-37H-14P-65282
150.00.010PVC10.074.410.00FalseJ-17J-37P-66283
150.00.010PVC6.0328.450.00FalseH-49J-37P-117284
150.00.010PVC6.035.300.00FalseJ-21H-49P-119286
150.00.010PVC12.01,182.470.00FalseJ-16J-35P-120287
Page 4 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-
755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg
FlexTable: Reservoir Table
Elevation
(ft)
LabelID
113.00R-1138
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
10/15/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]
Bentley Systems, Inc. Haestad Methods Solution
Center
WaterCAD Fairhope Falls - updated to include
Fairhope Falls West.wtg
Pump Definition Detailed Report: Pump Definition - 1
Element Details
143ID Notes
Pump
Definition - 1Label
Pump Definition Type
Standard (3
Point)Pump Definition Type ft103.80Design Head
gpm0Shutoff Flow gpm1,801Maximum Operating Flow
ft136.10Shutoff Head ft46.13Maximum Operating Head
gpm1,036Design Flow
Pump Efficiency Type
Best
Efficiency
Point
Pump Efficiency Type
%100.0Motor Efficiency
%100.0BEP Efficiency FalseIs Variable Speed Drive?
gpm0BEP Flow
Transient (Physical)
lb·ft²0.000Inertia (Pump and Motor)SI=25,
US=1280Specific Speed
rpm0Speed (Full)TrueReverse Spin Allowed?
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown,
CT 06795 USA +1-203-755-1666
10/16/2020
WaterCAD CONNECT Edition Update 1
[10.01.01.04]
Bentley Systems, Inc. Haestad Methods Solution
Center
WaterCAD Fairhope Falls - updated to include Fairhope
Falls West.wtg
~ ......
,:,
l1J
Q:) :r
150 .00
137.50
:125 .00
112.50
100 .00
S:7 .50
75 .00
52 .50
50.00
3,7 .50 •
25 .00 -
12 .. 50 -
Q.00 •
0
G r aph
120.0
---..... ..... .
·------.......~ ~
100.a,
~ i'--...
·~
-
~ .
" '~
8 0.0
-0 .-
3
"O
m
~
60.0 □. ro ::,
~
" '
-
........
~ .,_,.
4 0 .0
' "
20 .0
'\ -0 .0
I ' ' I ' ' ' I ' I ' ' I ' '
250 500 750 1,000 1 ,250 1 ,500 1 ,750 2 ,000 2 ,250
Fl ow (~pm)
SD 21.15
Subdivision Regulations
Text Amendment
REQUEST:
Staff requests the passage of an amendment to the Fairhope Subdivision Regulations, Article
IV, Section C.1.b.(20) to read as follows:
(20) Applicant shall submit all plats, plans, drawings, renderings, applications,
checklists, images, narratives, and any and all preliminary subdivision
application materials digitally in on a digital copy of all plans in an Adobe PDF
format or as otherwise specified in these regulations.
Staff further requests the passage of an amendment to the Fairhope Subdivision Regulations,
Article IV, Section D.1.b.(19) to read as follows:
(19)All final plats, plans, drawings, as-built drawings, renderings, applications, checklists,
images, narratives, and any and all subdivision final plat or final approval application
materials shall be submitted digitally on a digital copy of all plans in an ADOBE PDF
format or as otherwise required in these regulations.
STAFF RECOMMENDATION:
Staff recommends approving as requested.
1290 Main Street
Daphne, AL 36526
Phone: 251 978-9779
Page 1 of 1
January 25, 2021
City of Fairhope
Attn: Buford King
Re: Riverplace Subdivision Final Plat Approval Letter
Buford,
I have not received final comments from Baldwin County for the final plat. There are still reviews
outstanding and a punch list that needs to be completed. I am requesting we have an extension of 60
additional days to record the final plat and submit all the additional documentation required for City
Council.
Please feel free to contact me if you have any questions or need any clarifications.
Sincerely,
Chris Lieb, PE - Civil Engineer
LIEB ENGINEERING
COHPANT
LIEB ENGINEERING
COMPANY