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Home My WebLink About207 Storm Report �� Morrison � Maierle engineers•surveyors•planners�scientists m e m o TO: City of Bozeman FROM: Lee Hageman, PE NTq # * DATE: February 12, 2025 L E R. JOB NO.: 10678.001 MADEAMN � 9 No.48606 PE �. RE: Norton Ranch Lift Station —Stormwater Report O� ,?/,��o �v: CC: FS,S�cENS��. ❑Please ''w,�NA1-E ❑Urgent �For Review Comment ❑Please Reply ❑For Your Use Purpose This stormwater drainage report was created to define how stormwater from the lift station site is conveyed and treated in accordance with City of Bozeman Standards. The existing lift station site is proposed to be improved to include a larger building and additional impervious surfacing for an expanded access driveway to the new wet well. A vast majority of the existing site currently drains to Phase 6 of the Lakes at Valley West per the surveyed existing contours, even though it was not part of the design for that system. As shown in calculations provided herein, the existing facility within the Lakes at Valley West has sufficient capacity to treat stormwater discharge from the lift station site with a minor modification to the 10-yr outlet orifice within the existing treatment unit. Existing Conditions The lift station site is located on Lot 1 of Norton East Ranch Phase 6 Subdivision (Plat J-694); situated in Section 9, Township 2 South, Range 5 East, Principal Meridian, Gallatin County, Montana. The lift station site is generally located on the southeast corner of Laurel Parkway and Vaughn Drive and is immediately adjacent to Phase 6 of the Lakes at Valley West. Installation of a separate stormwater treatment facility on the site is not viable due to the small size the lot, presence of high groundwater, and lack of available discharge facilities. Looking at the existing contours for the property, the site generally drains to the north onto Vaughn Drive and into Lakes at Valley West Subdivision. More specifically, the stormwater is currently Page 1 P:110678-Laurel Parkway LLC\001 -Norton Ranch Lift Station104 DesignlReports\StormwaterlNortonRanch-StormMemo 20250206 docx Morrison Norton Ranch Lift Station—Stormwater Report � Maierle conveyed to Basin D1.3C the Lakes at Valley West Phase 6 per the attached approved storm drainage report and its addendum (Attachments H and I). The Lakes Storm Reports indicates that treatment for the existing basin is provided using a Stormtech0 underground detention storage facility (Facility D1.3C) prior to discharging into the East Lake, and that the facility was originally designed with 168 ft3 of excess storage volume. Proposed Lift Station Stormwater Discharge The lift station property is 0.157 acres in total area. As indicated previously, a large portion of storm drainage from this site is currently conveyed to Lakes at Valley West Phase 6 Stormwater Basin D1.3C based on the existing contours. The attached Lakes Storm Report Addendum indicates that the D1.3C basin is currently 1.95 acres with a rational coefficient of 0.51. Adding the Lift Station property to Basin D1.3C would increase its size to 2.11 acres. Since this total area is less than 5 acres, the modified rational method is applicable for stormwater calculations. Maps and figures showing the location of the lift station site, the proposed post-development surFacing, the proposed grading plan, and the redefined boundary of stormwater basin D1.3C can be found in Attachments A-E. Lift Station Rational Coefficient Calculation The proposed configuration of the lift station site includes the following cover breakdown: • 36.2% Impervious SurFaces (Building and Access Driveway) o Area = 2,485.98 ft2 o Rational Coefficient = 0.95 • 9.2% Gravel o Area = 630.26 ft2 o Rational Coefficient = 0.70 • 54.6% Native Grass o Area = 3,733.86 ft2 o Rational Coefficient = 0.20 The combined rational coefficient for the lift station site is calculated as follows: C�instation = (0.95 * 2485.98) + (0.70 * 630.26) + (0.20 * 3733.86) / 6850.10 CLiftStation — �.52 Page 2 P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx Morrison Norton Ranch Lift Station—Stormwater Report � Maierle Updated Basin D1.3C Calculations To add the lift station site into Basin D1.3C, we need to re-calculate the combined coefficient. This is calculated as follows: C+D1.3C-NEW — ��.95 * 0.51) + (0.157 * 0.52) / 2.11 CD1.3C-NEW — 0.51� The post-development time of concentration for this basin was maintained at 5 minutes to be conservative and estimate the highest flow rate and detention volume required. The detention calculations for treatment structure D1.3C in the Lakes Storm Report Addendum were performed using the modified Rational Method and considered a release rate of 0.59 cfs using a circular orifice of 3 9/16 inches (or rectangular orifice of 3 5/�s x 3 inches) based on the pre-development basin discharge. Since the pre-development basin was increased in size by adding the lift station site, the allowable release rate from the pre-development basin was revised to 0.63 cfs. To permit the release of 0.63 cfs, the existing outlet structure will need to be modified to provide a circular orifice with a diameter of 3 "/16 inches or a rectangular orifice of 3 9/16 x 3 inches. The detention calculations were updated using the updated peak flow calculations for both pre- and post-development using the values above. Based on the revised calculations, the excess storage of the existing facility is adequate to accommodate the additional design flow generated by the lift station site, while maintaining 19.3 cubic feet of excess storage volume (see Attachment F). The impacts to gutter flow and inlet capture were evaluated to ensure that no deleterious downstream effects would be created. Based on the updated calculations, the effect on gutter spread is minimal and falls within current limits (Attachment G). Page 3 P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx Morrison Norton Ranch Lift Station—Stormwater Report � Maierle TABLE 1: DETENTION BASIN DATA Detention Basin Name Description DET 1.3C DET 1.3C (as-built) (proposed)* Area (acres) * 1.95 2.11 Rational Coefficient* 0.51 0.511 Max. 10-yr Release Rate (cfs)* 0.59 0.63 10-yr Detention Volume (cu. ft.)* 984 1,071 Sizes and Dimensions: vertical tee (riser)dia., inches 15 15 outlet pipe dia., inches 12 12 overflow weir length, ft. - - Orifice (two alternates� circular orifice dia., inches* 39/16 311/16 rectangular orifice, inches* 3 x 35/16 3 x 39/16 Elevations: 25-yr WSEL at control structure 54.8 54.8 top of riser(=10-yr max. WSEL) 54.4 54.4 discharge pipe invert at control structure 51.3 51.3 Notes: As-built conditions indicate those specified in the Addendum to the Lakes Storm Report (Attachment I). *The proposed revisions to Facility D1.3C are indicated in italics and are not as-built values. Replace or modify the existing 10-year orifice for each of these structures to one of the two indicated alternates. Conclusion Treatment of stormwater runoff from the Norton Ranch Lift Station site can be accommodated using the existing stormwater treatment structure D1.3C of the Lakes at Valley West by modifying the 10-yr orifice outlet as indicated above. Page 4 P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx Morrison Norton Ranch Lift Station—Stormwater Report � Maierle Attachments Attachment A Vicinity Map Attachment B Lift Station Post-Development Map Attachment C Lift Station Grading Plan Attachment D Lakes at Valley West— Updated Basin 1.3C Drainage Basin Figure Attachment E Laurel Parkway Subbasin Additions Figure Attachment F Revised Peak Runoff and Detention Calculations Attachment G Revised Gutter Flow, Inlet, and Pipe Flow Calculations Attachment H Original Storm Drainage Report for the Lakes at Valley West, Phases 5 and 6 (Dated 5-25-18) Attachment I Addendum to Storm Drainage Report for the Lakes at Valley West, Phases 5 and 6 (Dated 4-9-21) Page 5 P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx ATTACHMENT A VICINITY MAP A P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx � ' ,� W UHK 5 I ,�....� �,, - . , '".. �~',i�r � �"r�` �:'b' . . rr",t, ��iii�!� "� ��' w. ` E �--f' �. � i � �.� 'K-�±, ��;J. � ��' ��" �':' �• � �'' �� ,� �►�i r�� j� " - � f. -`�� ,f �,. ! �.�c •_. _ � a. . �; �� ;� �� '.+ � �'-�. �(� � �- � � . �-_ (" ,�:'. � _ - -�'}, �,, �-` ,:' - .i.-:.fi . �� `` -- � ' �g •y` r - - �# - ,� ��. � . :�_ r: �4 � , _' _ r3 S i: �� ../� i C•.�. *P, F"� 'r .. `��1�' .�1, , f'� ��• .`'..+ � " [�. .�... t�� r ��,�. l'� � � ��? � rt-�� :`� .: � �'�� r �- f �f r 'f� � '� r 'r� i��t. _}� � � '-��'•'�-� �1� Ifl'..17''^. � ___Q. - � - �- DURSTON RD=� - ---� ..T �_: "'.�. ��. _, . . —0 ;-� :�� : -�- .�. ��-y� - !� ��T � h 1�.�. '; �/� �'� �,y.�!'�� TY ��r'''� F�?"(�1�.� t, �° �-: •;��„�tr. `�'•- � LAKES AT VALLEY ��.�� •' ;,� � � �•'�. • WEST (PH 6) 'Z;�- �d � ,..�,r:.�. # _ , �'�.��'�'r�_`' �� _ �.�� }s�.�..�.� «c-,�. �M; T ti�: ,�'�"�,.,.i(r�'{.i� �R- ' � �."'Ic .1l�f�"T ,� �'j� �'} ' �p�IM f i L ti �+ g�; ,�;.,��_'►�"�� ' . �r � " ��:.�� = LIFT STATION �. t�,';�•�� '�� "'; PROPERTY � �-`��;.;�-�--�," � � � �yr �r��i�R��'Y.��{".��`�r�•�I.�N. 'P�r ��J� ,.., r- i� y �P�:�� r W B/'16 C�l.�K S I i:eJ�,�,�1�'�� : s�1�'I � - i r"'f,'��' , t� � �+ -,,v �` } ��f� i i;. ` �'��- j�.;_" "'� '�. �i ,�'. �' <{ s�", � .�.r.-.k ` � � .�_�,rO� , ;- . .�,-�-,�� r• f: -� �_ � _ — '-;� ��lE! � � �r��` � � � Fr �..'�I { -��.�r►T �� . .— �� ° �. �.k #�';I;;�x--r• ��; �.��ir." ,,, �,w ;�� 3-..,,, _ �� '�f 7'�r r��r�� M�,� � � .r;` � �'�. '�' �� uv:.:� �,��t�r'�'��' lr___ '�f� 'r 1'- �• � ..,�;- `,..y�.�. �: .� x - ��— -;. , �.`� ' -N- . 'r *4�'s�-�--_ � � �� .�� i�'.'} .:►�;,.- . . �a ..�.+..w�+�-"�""�' . _ . --�-H U F F I N E L N T- .,�.;�,: - _ .^,� t�r v- —�� (' ' .f. �� { , — ��I �. � \ ' _ � 1 e .� '�.7!� ..': �. 1 ' .{r" j�'' ;. �_ . r 4 .c f .ti�. .-% " . �, T v.. .�,�5'.�= �:�.��-��C�� _ ��- �� -�l . . � s�� ' ��J.;. , ---— — ' -,�ti�� .. t :�. � ��ts��. . "a, �, �•_° . � 0 500 �,000 , r h- r � � � � `—�. '�+�f� �� ::'�� r ' " � '� �`''-�-r -r�r�`�'; ��' SCALE IN FEET �T. _ t�]-' '� �� Morrison � z$8orecnna�o9yB�vdwest orz�wNev �RH NORTONRANCHLIFTSTATIONUPGRADES PROJECTNO. Bozeman,MT 59718 10678.001 DSGN.BY: LRH � M a i e r I e 4osss�o�zi BOZEMAN MONTANA � APPR.BY: MEE FIGURE NUMBER � www.m-m.net DATE: 02/2025 engineers surveyors planners scientists VICINITY MAP �Tr'1 COPVRIGHTS;MORRISON-MAIERLE,2025 IV 1 P'.\10618-Laurel Parkway LLC\001-Norlon Ranch Llfl StationWCAD\Exhibi�s\VlciniryMap\106I8-001 VlcinityMapStorm.tlwg Plo�[etl by lee hageman on Feb//2025 ATTACHMENT B LIFT STATION POST-DEVELOPMENT MAP B P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx � •"NI i IS' �;�i ' � .�,i . ' •!'� I � r 3. �_�r• �� " � , ! � y� ' ,. � � � ' �' � 7 � �,� � ` 1 � � - + '� *►' � � � _ .- � � . � 1..1�I � VAUGHN DRIVE Q - - - -5- - - - -5- - - - - - - -5— - -5- - - ;- - - - -5- - - - -5- - - - -5- - - - -5- - - - -5- - - - -5- - - - -5- - - - -5— � J w,5 � � Q � � J S89°31'21"W 117.30' \- \ � � ,� FM FM S� \ FM— � � � a � 00 I X J �( X X ) �� •- � � � i = � 0 0 �+ o � — — LIFT STATION PROPERTY — — — — � � LOT 1 OF NORTON EAST RANCH PHASE 6 � 0 I o �� ..� � - — S87°48'03"E 120.00' � � — _ _ _ I I � . � — i � — � — . i — — — — — — — — — — — — — — — � I I I I � I � I � I � a � � � I � - � I — - _. � I " � I 3 � I E � I N j I E � � � � � I � � � � o I � I • —N— I I 0 o LEGEND Q U 5 � PROPOSED GRASS AREAS � 0 15 30 r Z PROPOSED IMPERVIOUS AREAS SCALE IN FEET V 3 • PROJECT NO. M o rri so n � 288orecnna�o9yB�vdwest DRAWNBY LRH NORTON RANCH LIFT STATION UPGRADES a ■■ � Bozeman,MT 59718 10678.001 _ DSGN.BY: LRH gOZEMAN MONTANA PROPOSED GRAVEL AREAS � M a i e rl e #" 4°6.58'.°'2, APPR.BY: LRH FIGURE NUMBER � www.m-m.net DATE: 02/2025 engineers surveyors planners scientists POST-DEVELOPMENT MAP (��1 ^/ COPVRIGHT:��MORRISON-MAIERLE,2025 FI V Lr a Plotted by lee hageman on Feb/6/2025 ATTACHMENT C LIFT STATION GRADING PLAN c P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx � � i , z �_-__ ___� -__ --- _ _ _ _ _ - \' � � i� � � ,_ _ _ _ - - - � - � - - _ - i , � \ \ � I � - - - - - - - , � LL,\\ \ \\ \ \ �� i / _ � 1/ ,�, _ ��^ - - - - - - - - _ - � � ' � � - , � ' � / ' // � l \ � \ � � ;\ 111� �r�� / '' - - - - - - - - J / r - i � \ l � \ � \ \ �� - - - - � � � LL\ i i� �\ / � - - - - - - - - - - - - _ ----- �---� �� _ - - ' _ _ - � - - \ LL � \ � \ \ i �� a> � --- � � ------------- �`- _ -� �i i� \ _ - - - � . � � / - � 1 � �� \� � \� � �' � � I I �' - � I-rt�------ � `- � - _ - - - - - - � � � _ - � _ - - � � ' � . _ - , _ , � , I � � _ _ , , LL� � = I i i '- � - � � � i I � � � � _ o - - � � � / - - / � - \�� \ �� \�� p � � g , W � - _ - - - - _-- � - _ , � � � � � - r _ _ - � - -------- � . - - � � � � ^ � \ � \ � ----------------- - - - _ _ - - , � \ . \ \ � \� I ( /a- \� \ �� I----/�-�-------� ---- NEW6"CONCRETE NEWGRAVEL � _ \ � : _ � EXISTWG CONCRETE�RIVEWAY DRNE ACCE55 - - MEG 81.87 ACCESS - MEG82.13 sas°arzr�wii�ao• MEG 82.01 �I Y1 I ...__, � - �� _ �� // � � � � '��'z��. I I� � � --- -- = � i � � � ��I�� i " � � 4 � � 81.97 � / . . / Q . - MEG 82.81 . -_ 81.97 MEG 82.01 � F / - _ \ �M FM I M�Fht� FM FM�-ro . . 4 . . - - _ \ �\ I � o / . / r-nl---L-F��FM / /`J . . H 87 I . ' ` �� - 1p / 0 4 \ Fm�. �n� I L� // �� QI N a / ro`�'� / � i� . � a� . . 4 .. 9--.��'�" Fr.i - Fe� r,. Fr.� � � � \ � : FM .Fm � F k�J �-"�/�M ,� ,L-FM-o- /�4Fm / � . I . � . . �� I 4 - 4- �d r � � II � ^'� _ ` / I � � \ I � � � �a a � a � /" � \� \� \ I .II� a// . EXISTING BUILDING �. /� ' � l L� d� �- Q 027% � ` 3.43�� 4 / . I4 � _ - � / \��II� �� / � � � � / Q _ . MEG 81.83 . / � n MEG 82.90 � 4 � � 4 �� 4. - � � �� - � -0.40% a ��O' X X / X X- \ I I _ �a / � �� MEG 81.82 � - -------- --- `8293 � 4 Q � . ` , _ . , . �� \ \ I - LL �� ' MEG81.81 m 9�� 82.60 �� 4� . � 'a�JO _� � � 83.02 � �.� 82.12 � 4 � d . � � � o � ` >- �i / / PROPOSED BUILDING EXPANSION � �s� �--�� >Q � � /� -� a � �� 83.08 � M EG 83.09 83 14�/\ , � . . �,�,�/�� ,, 4jg2 � � / 'I 11 > / �II/� //i -� � 4 / V `C� � 4 83.09 �82.60 I J, `4 - � ��O I � / - � - � � I " - � = � � , � , � 8zzs --�,__ � �� %' � � � � � 4 �i i �� 'i�� ; � � � � �� o 00 ; � Q / / / ,� 82.31 � / � \ a \ \ \��II I I�I I /�/ // / �1� / PROPOSEDSWALE -0.13% � -SS-- � • J�� o � \\ w \ � � III � � I � � �/ � '� N T � a ' - - - - - - - - - 0 /� � \ � \ \ I�II I I I ml �/ /�/'��`L� /"� , __ � J� - - ^O M EG 82.09 Q \ P ) � \ J \ \ \ �II I I I 1 ////� FF ELEV.=4783.14 __!- � J J PROPOSED FORCE / � �� II � � � �� I � C8�TOCESHEETS d� - 4 E 373250 Nc_�� I I �� MEG 82.31 � - �� z � \ 1 � e ; -� E E E � Nc// / � 4782.50 __ I-� e E e _ E _ E� �.� �f � J �� F E E E �� ---_ JI r E E E E E F E E � � ` ` \ ��I I � ��'G 82 60 u 82 60 L / --- 82.60 � "' � m 82.58 \ \ \ �\ \ \ �II I I"L/�/ / -__ - _-- 82.57 � � tl - I `I 3 Fnn�_�,.� PROPOSED � \ � \\ \\ \ \\ \ II II } �� //�/ �'c - a Fm Fm WET WELL � � � I � � aG � )) __ rm ' -- -_________-_ _ _ FM � � � \ \ \ \ II � � // NG � � � / \ �\ \ � \ �\ I I / aZSp/ / - ------NG---_______N N NG I i ir I PROPERTY BOUNDARY(TYP.) A� � � � � � � ��- � /� 83.04 83.04 � � 4783.00 61 � � � � � \ NEW j m / / / � �� TRANSFORMER PAD � I p � � • � \ \ \ \ \ I� / / ------- a I_ _I I � I MEG 82.81 4 . E;P � eP m � � � / � �-BP BP BP BP BP� ____i O O ` � v � � ---' � \ II / � MEG 82.91 83.04 MEG 82.96 � _ \ \\ \ \ \ \ I � i 83.04 �, / � o � \ \ \ \ \ \ IpI m // / I � / 58)°48'03"E 120.00• -__________- _ _ _ � / � -� _--_��-a� � \ ry / � �� / � � � � _ �� J \ \ \ \ \ �I�I /� / 0� I v/ � I I MEG 82.46 \ \ o � \ \ \ \ \ n / d�6�o � I / / / __ -- ___ -- MEG 82.45 � / __ __ w us Tiss�\S�'S5 � �ss�ies / �ss_-liss / / -�---�--- \ � �_ V � � � � // /T� � ics �s iss��iss �ss �es �ss �ss � � �� / � �ss �ss �ss iss iss ,ss � � � �ss iss s iss � \ \ \ \ \ / / � sS3 gS3 SS3�� \ � / ; PROPOSED GRAVITY j j � SEWER MAIN.SEE y � \ \ \ \ \ 1 /m / � / I � SHEET C-7. -N o � � \� �\ �\� � f / /j� / I ' ; LEGEND - I \ \ \ \\ \ \ �� / / I ; � >>>>>>>>. FLOW LINE � I \ � \ �� /� / � � � � ~ � � XXXX EXISTING MAJOR CONTOUR � Y \ \ \ � \ ��/�/ / / / I y0 � 1 � XXX PROPOSED MAJOR CONTOUR � `� � � \ \ \ ,��., / / ��¢3' � � PROPOSED MINOR WNTOUR 6 3 0 6 12 i , o i \ \ \ \ I /� / / / I j � SCALE IN FEET 1 � MEG MATCH EXISTING GRADE ° � I �- - -�- -; - - - - - - - - - - - - DRAFT � �� i ! - - - - - - FEBRUARY 2025 U � veRiFvscn�enNoco�oR! REVISIONS U DRAWNBY: KJS PROJECTNUMBER ¢ THIS SHEET MAV BE REOUCEo AND IS � bN I A(�I�' yiNreNoeo ro ae iN co�oR.rne anR NO. DESCRIPTION BY �ATE ; � 10678.001 ee�owwiumensuReoNewcHnr � 2880TechnologyBlvdWest �( DSGN.BY: LRH NORTON RANCH LIFTSTATION UPGRADES � Morrison �� F SHEETNUMBER oRiciNn�oesicNscn�enNOReo, ■■ Bozeman,MT 59718 ,�.,O�Q�O� APPR.BY: LRH gpZEMAN MONTANA 12 w GREEN,ANo aLUE wILL 9E vISIaLE IF aEPRoouCEOCORaE r�r. � Cl� a � � M a i e r e � ��,��-=d DATE: 02/2025 DRAWING NUMBER MODIFVSCALEACCORDNGLV! � WWW.RI-I1l.f1ZI O 5 4�`= �,tEaE �� Q.C.REVIEW SITE GRADING PLAN engineers surveyors planners scientists E- BY: C-5 G,<<oNn�,_..�_ a PLOTTEOBV'.KARLSANDONFeb/O6/2025 COPYRIGHTOMORRi50rv-MAIER�E.2025 DATE: ATTACHMENT D LAKES AT VALLEY WEST UPDATED BASIN 1 .3C DRAINAGE BASIN FIGURE D P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx EXISTING DETENTION EXISTING EXISTING STOR4GE D12 �EXISTING 2-36y"x 22z"ARCP DETENTION STORM�RAIN �EXISTING 88"x 44"ARCP CUWERT STORAGEDI.4 EXISTING DCRSTON ROAD �36"CMP --'__' --.-- _-'--'--'--'--.--'--'--.-_'-- -.-_'--'--.--'--" . r/ r '-I � - — \__'-�\ � � / � ' I - �\ � �' /. —�� —�� .� � � / / / � I � � -- V � A V � ' � / I ; � � . �� i �EXISTING — -- � -- %-- ` _' �r �� f 1'—.`� ��ERT LEGEND L � EXTENSION �� I � � /� /�� \ kk , � �I � I i �STING I � i / �� o � k7`�5 �I I ✓ _— - _ __ _ / ___ --- ——-- --- - SUB-BASIN BOUNDARY I ' /i.�� ' j , - ___ � i , � _ � � �DETENT�I 10 . __ _ �_ ------� �/ � / �i BA3W 2. � �2.2 � i —�— -- / � i D12A / � D1.4B I !'� -�--•--•--•-- PHASEBOUNDARY D1.4 A D2� �; I � 1.62 I � ( � I � �26 ' �� POST-DEVELOPMENT � ��, 5.52 � �� G � � j, �� SUB-BASIN DESIGNATION � � ,_--- --� .. % � I / 3.94 / ^o, I � _ --- - I � � I oJ/: j X.X �I � / a�as� � `'� � � - _ � � � I / ' , I D1.1A � I �� — � � � � � ,�}� � � �' - ' / � w � ' 1 � / i � xx.xx � � �� \ Fsr,,o A . � � �� I . �.��,_,.. � R�ANQ `� � -� SUB-BASIN AREA � � v `\ -- � , �RJ V - -/ � 0.82 � � � �� F oso o.ao � �� 08 � _ � � o.so _ � _ I I �, � � \ �:_ �� ,� Y; � � � � / / I � � � � DITCH OR SWALE � �� .i .-_� �' � � - � � � � � � � ��, �. � �0 � , � � � � • � � .._._..� ��5 - 'V � , /. / J �. , . � � ' �� „/� / ' � � � I � � �� I� - 4><8 '� � I'�. EXISTI 12"PVC , ' /_= �\ � WES LAKE OUT T, �� I � / / I I � i ' ��- �� /I ' I i/,/I '_. . i ,�� \ i ; \-- \\ \ \ \ � I ; � �,� �/ 'I � / � � ., ��"� ... � � � .., s �_ \ _._ . _. _.� .--� -�- - =�_ .-�_� _._ -�=� t -- �--� �--� �--� --� - --�-- --�- -�- �,,� V I C I N I TY MAP � �, o � , � �� / �� 'C ,� � �sT�N� TE _ i � i � AST AKE ,_ � �� —�—�� =� � ` ` D1.3,q sroR E,.ac � �� SCALE: 1'-1000 � � � � � � �� EAST LAK�OUT ET � � � � I 4 � �Y� �� 10.98 � � I � � � i \ _ � / ,..y,.�- I w��` S AK � � � � � �� < I a � D1.36 � � `�� 1 � �I I � 3 \— �`I � � j ¢ � Q \\ I a 3,\` PROP ED DET TION � I 64.30 � � o �� D1.1C �� \ roRnc i.so I ¢ I i "� � � a � � _ a D1.2B , — . I i / � i � � ��,i 1 . `�m . �� I , �- / e, -_— 1.24 - � - ' , - � I� � 3.51 , � � � � — � I . PRO OBED DET TION � �'� � .^�I � � � - �' ` . � a�50 V � -- I $TORA ED1.3C �_ �r.4'� o ..._. . -- ___ .• _ _ - i � � � V � - � . � c7 T T r.'-�-- �� ;- �� zso _.L._. �. �• � p� I� a5e�_ _95�. -�-�•-- -- UURSTONROAD �� _� �� HPRSCA�AV � �� I _ � _ __ - _ , o � gp i T-'__ _�'_-'__' I . � ` I / �_. i _.._.._ , � � VAHLWAY � DeBOURLANE � � - - - ' \ O � �� D 1.'LC � i � LE1DeN LANE � I _ _ � I - I I o�t / o � � D1.3D � ` I � 'Y - � MnrcN�wE o I 1.14 ` ` _ 3 I II d � I z � I �� ` 4� 7.89 � D1.4C � I Q � 9f� o � /, p ; j � � � � 4786AT �� °� � . ; x ��- 3.3e � D1.3C � ,� �� I I �' ; � 1.81 I I -- �___ � I I vnucnN��iivE - -� _ � - --• � - - � � � asz� N — — — — ^'rs' — _ — - — �-_•--•--•_-'--'-- --•- - -- � _ �— _ �-�--�--�- -�-�-= _�, � � - — - -�--�--�--�- . . — _ — — — — - -�--�--�--�--�--�-----�--._ � ' - -��--'--'--'--'--'- -- r- �- D1.1B D1 3B . � � � � i�L!.�_=__._�_. _.�_.- r-- ~ `_ �- � . , _ _ '. � I 6�_93 SOUTH SITE BOUNDARY 114"� y �EXISTING � �EXISTING DRAINAGE I-'� CUTOFFDITCH �� i�l / ` HORIZ.SCALE - `' 4"`� � D1.1B 100 50 0 100 200 HUFFINELA\E � 114.16 1 � IN FEET MATCH LINE � � �� M o rri so n DRAWN BY: DS THE LAKES AT VALLEY WEST PROJECTNO. DSGN.BY: MGH gOZEMAN PHASES 5 AND 6 MONTANA sssz.00s � M a i e rl e APPR BY JRN FIGURE NUMBER DATE: 12/2017 engineers surveyors planners scientists POST-DEVELOPEMENT DRAINAGE MAP I'/'� COPYRIGHTEiMORRISON-MAIERLE,INC..2018 FIG• L.� N:\5352\009WCAD\Exhibits\PH 5 Post-Development.dwg Plotted by cooper krause on Mayl24I2018 ATTACHMENT E LAUREL PARKWAY SUBBASIN ADDITIONS FIGURE E P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx � I I � � LAUREL PARKKWAY � PR P T N I 0 OSED RETEN ION PO D # � 4:1 SIDE SLOPES - � � REQ. VOL. = 6,679 CF IPRO. VOL. = 6,695 CF � NORTON RANCH DA# 21 ; LIFT STATION SITE I I C�MPOSITE ROWI (2025 ADDITION) 5,937 SF' 0.157 AC � � I DA# 22 I CO SITE ROW THE LAKES AT VALLEY WEST s,2so sF �-- — � ' i ; NORTON EAST RANCH SUBDIVISION, PHASE 5 .�i i ,-- _.y �, .� .� .� .� � .� �, .� .� � y .� I � ° '--OT ' � � �s5 i � � �' .� w � � v � � w �` w � � � I . .� �. �. �A# �L3 .� �f .� .� �. .� � i � �' �S .� � ��'`� .� �. � � I � - � �� 132,730 SF� ��/� " �� , � � � � � � � � � I \ I � ' � � .� .� .� .� . . � .� .� .� � � . �. .� � .� w I ` � � � � � �q �i og.� .� .� � i � � � � ' COM�OSIT RO�IV � � I � � � �,43� SF� � ; �I y W y � � y � �� /;� � � � � � � � � // �- w � I �4 I — `�' �Y / � `1' `�' I I �,/ I � �Y . . y, , � .�, � . � W � � � - W � � � � W � I I / \ � �y � � � � � � � I � ` ,/,�� . � '� FL OUT �LE :478., (96;;X� „> � / �� TBC 4786 24 � �,��, � �, ST�INLEZ-MH� COMBO �5V�(�6�) � � � � i -N- �� , �, �,FL I�V (W�:478�,2.72�,(15� i� �� FL OUT (�VE):4782.72 (15")� i I � � W � � �BC: 4786 24 � .� � � � .� pA� 9 .� .� I I I y � � �� S � � � ! .� .� .� �8,2�7 S� � � j ti � � �/ � � � � � � � � I i I � 0 30 60 �, �, �y �, �, �, �, � � � �� SCALE IN FEET � � ' '�' � �� M o r r i s o n � z$8o recnna�o9y B�vd west DRAWN BY CJF THE LAKES AT VALLEY WEST PROJECT NO. Bozeman,MT 59718 DSGN.BY: MGH PHASES 5 AND 6 5352.009 � M a i e r I e 4osss�o�zi BOZEMAN MONTANA � APPR.BY: MGH FIGURE NUMBER � www.m-m.net DATE: 04/2021 LAUREL PARKWAY-ADDITIONS TO SUB-BASINS T engineers surveyors planners scientists cocvaicHr:,;MORaisor�-Mniea�e,we.,soxi D1.3CANDD1.4C �jrJ.3 N:\5352\009V1CAD\Exhibits\DRAINAGE-POST DEVELOPMENT OFFSITE.dwg Plotted by cody fadey on Apr/8/2021 ATTACHMENT F REVISED PEAK RUNOFF AND DETENTION CALCULATIONS F P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx The Lakes at Valley West, Phases 5 & 6 Peak Runoff and Detention Calculations revised 2/6/25 MODIFIED RATIONAL METHOD i=A*(Tc/60)B Qp=C i A Qp =peak runoff,cfs Design Coefficients C -runoff coefficient Storm A B i =A(Tc/60)B (Bozeman IDF curve) 2-yr 036 -0.60 T� - time of concentration,minutes 5-yr 0.52 -0.64 A -Area,acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 100-yr 1.01 -0.67 (Bozeinan Design Standards,March 2004) =item modified for Norton Ranch Lift Station(February 6,2025) Sub-Basin Name Area C T� Qz Qs Qio Qzs Qso Qioo Basin l H1 218.30 0.20 90.6 12.27 17.44 21.38 26.16 30.60 33.46 D1.1 (A+B+C) 116.22 0.20 97.6 6.25 8.85 10.84 13.28 15.51 16.95 D1.2A I 5.52 0.48 5.0 I 4.24 6.76 8.53 10.14 12.57 14.14 D1.2B 3.51 0.50 5.0 � 2.81 4.48 5.65 6.72 8.32 9.37 D1.2C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04 D1.2(A+B+C) 10.17 0.49 63 6.92 10.94 13.78 16.42 20.26 22.74 ----- - --�---------- ------ ---- ------�-------- --------------- --------- D1.3A 10.98 0.50 5.0 8.78 14.00 17.67 21.01 26.04 29.31 D1.3B 6430 0.50 90.6 9.04 12.84 15.74 19.26 22.53 24.64 -- ----------------- ------------------------- H1.3C� 2.11 0.20 16.1 0.334 0.509 0.634 0.763 0.924 1.028 D1.3C 2.11 0.511 5.0 1.721 2.745 3.464 4.118 5104 5.744 -------------- ---- H1.3D' 7.69 0.20 12.8 1.40 2.15 2.69 3.22 3.92 4.37 D1.3D 7.69 0.50 7.5 4.82 7.57 9.51 11.35 13.95 15.64 ------------ -- - ------- -------------------- ------ West Lake outlet pipe� 88.67 0.50 - 4.60 D1.4A I 5.72 0.50 5.0 4.57 730 9.20 10.94 13.56 15.27 D1.4B � 7.26 0.39 5.0 4.53 7.22 9.11 10.83 13.43 l5.11 DL4(A+B) 12.98 0.44 5.0 9.10 14.52 18.32 21.78 26.99 30.38 ----�------------------------------- �----------- H1.4C� 3.59 0.20 9.9 0.76 1.18 1.48 1.77 2.17 2.43 DL4C 3.59 0.51 9.4 2.00 3.12 3.91 4.68 5.72 6.40 -------------- ------ D1.2+D1.4(A+B) 23.15 0.46 63 14.85 23.47 29.54 35.20 43.43 48.77 FOOTNOTES: 1. The pre-development subbasin uses a pre-development C and T�and an area matching the post-development area,for use in calculating detention volume. 2. Full retention of sub-basins draining into the East and West lakes(D1.3A,D1.3B,Dl.3C,D1.3D and D].4C)was assumed,in order to conservatively estimate the lakes'25-year maximum water surface elevation and associated maximum discharge. Retention volume=(7,200)*(0.50)*(0.41)*(88.16)=130,124 cu.ft. Using the 5.14-acre combined surface area of the lakes,this correlates to a rise of 0.58 feet above the normal operating elevation of 44.50. An additiona10.5 feet was added to account for partial clogging of the 2'high fish screen. The result(WSEL=45.58) was used to calculate the 25-year peak discharge; see attached calculations for the West Lake Outfall. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C Detention (10-yr storm) revised 2/6/25 MODIFIED RATIONAL METHOD Qp=C i A =item modified for Norton Ranch Lift Station POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 2.11 AC Qp(Basin H13C) = 0.63 cfs POST-DEV C= 0.51 POST-DEV Tc= 5.0 MIN D1.3C release rate 0.63 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP POST-DEV Qp= 3.46 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.) Constant Rel.(cu.ft.) Volume(cu.ft.) 1300.90 840.21 1071 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 333 3.58 836 685 9.75 2.09 2.24 1,034 808 14.75 1.59 1.71 1,144 840 19.75 1.32 1.42 1,213 829 ORIFICE CALCULATIONS 24.75 1.14 1.22 1,256 791 MATCHING Qp= 0.63 cfs 29.75 1.01 1.09 1,283 736 Max.Depth= 3.10 ft 34.75 0.91 0.98 1,297 667 39.75 0.84 0.90 1,301 587 44.75 0.77 0.83 1,297 500 CIRCULAR ORIFICE: 49.75 0.72 0.78 1,287 406 DIAMETER= 3.6875 inches 54.75 0.68 0.73 1,272 306 Area= 0.07 ft� 59.75 0.64 0.69 1,252 201 ORIFICE FLOW= 0.63 cfs 64.75 0.61 0.66 1,228 92 69.75 0.58 0.62 1,201 -21 74.75 0.55 0.60 1,170 -137 RECTANGULAR ORIFICE: 79.75 0.53 0.57 1,137 -256 LENGTH= 3.5625 84.75 0.51 0.55 1,102 -378 WIDTH= 3.0000 inches 89.75 0.49 0.53 1,064 -502 Area= 0.07 ft2 94.75 0.48 0.51 1,024 -629 ORIFICE FLOW= 0.63 cfs 99.75 0.46 0.49 982 -757 104.75 0.45 0.48 939 -887 109.75 0.43 0.47 894 -1,019 ll4.75 0.42 0.45 848 -1,152 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) ll9.75 0.41 0.44 800 -1,287 WEIR CALCULATIONS 124.75 0.40 0.43 751 -1,423 Coefficient= 333 inches 129.75 039 0.42 701 -1,560 Width= 0.4150 inches 134.75 038 0.41 650 -1,699 WEIR FLOW= 0.63 cfs 139.75 037 0.40 598 -1,839 144.75 0.36 0.39 544 -1,980 149.75 035 038 490 -2,121 154.75 0.35 0.37 435 -2,264 159.75 034 036 379 -2,408 164.75 0.33 0.36 323 -2,552 169.75 033 035 265 -2,698 174.75 0.32 0.34 207 -2,844 179.75 031 034 148 -2,991 184.75 0.31 0.33 89 -3,138 189.75 030 033 29 -3,286 194.75 0.30 0.32 -31 -3,435 199.75 0.29 032 -93 -3,585 204.75 0.29 0.31 -154 -3,735 209.75 0.28 031 -216 -3,885 214.75 0.28 0.30 -279 -4,036 219.75 0.28 030 -342 -4,188 224.75 0.27 0.29 -406 -4,340 229.75 0.27 0.29 -470 -4,493 234.75 0.26 0.28 -534 -4,646 239.75 0.26 0.28 -599 -4,800 244.75 0.26 0.28 -665 -4,954 249.75 0.25 0.27 -730 -5,108 254.75 0.25 0.27 -796 -5,263 259.75 0.25 0.27 -863 -5,419 264.75 0.24 0.26 -930 -5,574 269.75 0.24 0.26 -997 -5,730 274.75 0.24 0.26 -1,064 -5,887 279.75 0.24 0.25 -1,132 -6,043 284.75 0.23 0.25 -1,200 -6,201 289.75 0.23 0.25 -1,268 -6,358 294.75 0.23 0.24 -1,337 -6,516 299.75 0.22 0.24 -1,406 -6,674 304.75 0.22 0.24 -1,475 -6,832 309.75 0.22 0.24 -1,545 -6,991 314.75 0.22 0.23 -1,614 -7,150 319.75 0.22 0.23 -1,684 -7,309 324.75 0.21 0.23 -1,755 -7,469 329.75 0.21 0.23 -1,825 -7,629 334.75 0.21 0.23 -1,896 -7,789 339.75 0.21 0.22 -1,967 -7,949 344.75 0.21 0.22 -2,038 -8,ll0 349.75 0.20 0.22 -2,109 -8,271 354.75 0.20 0.22 -2,181 -8,432 359.75 0.20 0.22 -2,253 -8,593 364.75 0.20 0.21 -2,325 -8,754 369.75 0.20 0.21 -2,397 -8,916 374.75 0.19 0.21 -2,470 -9,078 379.75 0.19 0.21 -2,542 -9,240 384.75 0.19 0.21 -2,615 -9,403 389.75 0.19 0.20 -2,688 -9,565 394.75 0.19 0.20 -2,761 -9,728 399.75 0.19 0.20 -2,834 -9,891 404.75 0.19 0.20 -2,908 -10,054 409.75 0.18 0.20 -2,982 -10,218 414.75 0.18 0.20 -3,055 -10,381 419.75 0.18 0.19 -3,129 -10,545 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C revised 2/6/25 StormTech Sizing Calculations �=item modified for Norton Ranch Lift Station(February 6,2025) Required Storage Volume I 1,071 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber(see note 1) Number of chambers required 16 15.71 befare rounding excess storage volume 1.8 °/o Number of chambers proposed 16 (as-built) excess storage volume 1.8 % equal to 19.3 ft3 excess storage volume Installed chamber footprint(per chamber) = 5' x 7.12' Note: add 2' min. to each row, far end caps Storage Volume Provided = 1,090 ft3 Notes• 1. Storage volume assumes 6"of stone above and between chambers,and 40%stone porosity. ATTACHMENT G REVISED GUTTER FLOW, INLET, AND PIPE FLOW CALCULATIONS G P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx Laurel south of Debour double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 4.12 cfs Slope 0.013 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.063 ft/ft Road Cross Slope 0.030 ft/ft Roughness Coefficient 0.013 Local Depression 1.0 in Local Depression Width 18.0 in Grate Width 1.50 ft Grate Length 6.0 ft Grate Type 30°Tilt Bar Clogging 20.0 % Curb Opening Length 6.0 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 71.84 % Intercepted Flow 2.96 cfs Bypass Flow 1.16 cfs Spread 8.1 ft Depth 3.5 in Flow Area 1.0 ftz Gutter Depression 0.6 in Total Depression 1.6 in Velocity 3.99 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.000 Side Flow Factor 0.379 Grate Flow Ratio 0.464 Equivalent Cross Slope 0.071 ft/ft Active Grate Length 4.8 ft Length Factor 0.061 Total Interception Length 19.6 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown,CT 06795 USA +1- Laurel Sta. 8+00 gutter, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.006 ft/ft Discharge 3.29 cfs Section Definitions Station Elevation �ft) �ft) 0+00 0.45 0+01 0.00 0+02 0.08 0+16 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,0.45) (0+16,0.50) 0.013 Options Current Roughness Weighted Pavlovskii's Method Method Open Channel Weighting Pavlovskii's Method Method Closed Channel Weighting Pavlovskii's Method Method Results Normal Depth 3.8 in Roughness Coefficient 0.013 Elevation 0.32 ft Elevation Range 0.00 to 0.50 ft Flow Area 1.4 ftz Wetted Perimeter 9.8 ft Hydraulic Radius 1.7 in Top Width 9.54 ft Normal Depth 3.8 in Critical Depth 4.0 in Critical Slope 0.005 ft/ft Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 0.41 ft Froude Number 1.111 Flow Type Supercritical Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown,CT 06795 USA +1- Laurel Sta. 8+00 gutter, east side (25-yr) GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.8 in Critical Depth 4.0 in Channel Slope 0.006 ft/ft Critical Slope 0.005 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown,CT 06795 USA +1- Laurel Sta. 8+00 double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.29 cfs Slope 0.006 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.063 ft/ft Road Cross Slope 0.030 ft/ft Roughness Coefficient 0.013 Local Depression 1.0 in Local Depression Width 18.0 in Grate Width 1.50 ft Grate Length 6.0 ft Grate Type 30°Tilt Bar Clogging 20.0 % Curb Opening Length 6.0 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 79.33 % Intercepted Flow 2.61 cfs Bypass Flow 0.68 cfs Spread 8.7 ft Depth 3.7 in Flow Area 1.2 ftz Gutter Depression 0.6 in Total Depression 1.6 in Velocity 2.82 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.000 Side Flow Factor 0.534 Grate Flow Ratio 0.438 Equivalent Cross Slope 0.069 ft/ft Active Grate Length 4.8 ft Length Factor 0.083 Total Interception Length 14.4 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown,CT 06795 USA +1- Worksheet for Laurel Sta. 13+97.18 (at Durston), east side (25-yr) Project Description Solve For Spread Input Data Discharge 2.96 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.063 ft/ft Road Cross Slope 0.030 ft/ft Local Depression 0.1 in Local Depression Width 18.0 in Grate Width 1.50 ft Grate Length 3.0 ft Grate Type 30°Tilt Bar Clogging 20.0 % Curb Opening Length 3.0 ft Opening Height 0.4 ft Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.0 ft Depth 3.8 in Gutter Depression 0.6 in Total Depression 0.7 in Open Grate Area 1.2 ftz Active Grate Weir Length 5.4 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1- The Lakes at Valley West,Phases 5&6 Pipe Flow Calculations revised 2-6-25 MODIFIED RATIONAL METHOD Qp=C i A Qp =25-yr peak runoff,cfs C =runoff cocfficient i =0.78(Tc/60)-0�64 (Bozeman IDF curve) T� = time of concentration,minutes A =Area,acres �=item modified for Norton Ranch Lift Station(2-6-2025) Sub-Basin Descriptiou Area� T� C Qno-e�� Qmrai Q�or° Qn�pasa Qp�pes Pipe Dia.b Notes Vaughn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 1.49 1.49 0.00 1.49 12" West of Westgate,south side 034 5.00 0.50 0.65 0.65 0.65 0.00 2.14 12" East of Westgate,north side 0.09 5.00 0.50 0.17 0.17 0.17 0.00 0.17 12" East of Westgate,south side 0.67 5.00 0.50 1.28 1.28 1.28 0.00 1.45 12" Vaughn/Westgate manhole 3.60 15" Westgate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 0.80 0.72 0.08 0.72 12" South of Herstal,east side 0.43 5.00 0.50 0.82 0.82 0.73 0.09 5.05 15" North of Herstal,west side' 1.51 5.00 0.50 2.89 2.97 1.80 1.17 1.80 12" North of Herstal,east side� 0.16 5.00 0.50 031 0.40 038 0.02 2.17 18" as-built�o South of roundabout,west side park inlet� 1.19 5.00 0.50 2.28 2.28 2.28 0.00 2.28 12" as-built10 South of roundabout,west curb inlet' 0.53 5.00 0.50 1.01 2.18 1.44 0.74 3.72 15" as-built10 South of roundabout,east curb inlet' 0.78 5.00 0.50 1.49 1.51 1.10 0.41 7.00 24" as-built10 South quadrant of roundabout' 1.54 5.00 0.50 2.95 3.69 3.69 0.00 4.43 15" as-built10 Manhole at roundabout� 11.42 24" as-built10 Alleys� Manhole at Leiden's N W dead end 1.30 5.00 0.50 2.49 2.49 2.49 0.00 7.54 18" Vahl,NW dead cnd 1.51 5.00 0.50 2.89 2.89 2.89 0.00 2.89 12" Manhole between Vahl&Leiden 0.71 5.00 0.50 136 136 136 0.00 4.25 I S" Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 2.43 2.43 0.00 6.68 18" Manhole 55'north of Leiden's NW dead end 0.17 5.00 0.50 0.33 0.33 0.33 0.00 11.35 24" South inlet pipe to Detention D1.3D 9 7.69 7.50 0.50 11.35 11.35 24" Laurel Parkway South of Debour,double inlet,east side 211 5.00 0.51 4.12 4.12 2.96 1.16 2.96 12" Sta.8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 3.29 2.61 0.68 3.77 12" as-built10 Sta. 13+97.18,65'east(drop inlet) 2.00 5.00 035 2.68 2.68 2.68 0.00 2.68 12" as-built10 Sta. 13+97.18,existing east inlet(Low point) 1.70 5.00 035 2.28 5.63 5.63 0.00 5.63 18" as-built�o Sta.8+00 doublc inlct,wcst sidc 1.92 9.20 O.S l 2.54 2.54 2.10 0.44 5.87 12" as-built10 Detention D7.4C discharge pipe9 3.59 9.40 0.51 4.68 4.68 15" as-built10 Sta. 13+97.18,existing west inlet(low point) 1.41 5.00 0.50 2.70 314 314 0.00 9.21 18" as-built10 FOOTNOTES: 1 Con[ributing drainage area 2 Qa��e�r�s direct surface runoff to the inlet,and does not include bypass flows from upstream inlets. 3 Q�ocei is total peak surface runoff to the inlet(direct runoff plus bypass flows from upstream inlets). 4 Q;��is surface mnoff interoepted by the inlet. 5 Qu�pe is total flow to outict pipc(total pipc flow from upstrcam inlcts plus surfacc runoffintcrccptcd at thc inlct). 6 Calculations are attached where"Pipe Dia."column uses bold text. Other pipe sizes are evident based on flow rates. 7 Thcsc subbasins wcrc dcfincd in prcvious phascs of construction;rcfcr to prcvious drainagc rcports. 8 Qy�e for alleys is the total runoff to the nearest downstream drop inlet or manhole. 9 Equal to values in the Peak Runoff and Detention calculations. 10 Pipes were sized and installed during previous phases of construction. The Lakes at Valley West, Phases 5 & 6 Gutter Flow, Direct (Surface) Runoff Calculations revised 2-6-25 MODiFIED RATIONAL METHOD Qp-C i A Qp =25-yr peak runoff,cfs C =runoff coefficient i =0.78(Tc/60)-0 64 (Bozeman IDF curve) T� = time of concentration,minutes A =Area,acres �=item modified for Norton Ranch Lift Station(February 6,2025) Sub-Basin Description Area� T� C QP Vaughn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 West of Westgate,south side 0.34 5.00 0.50 0.65 East of Westgate,north side 0.09 5.00 0.50 0.17 East of Westgate, south side 0.67 5.00 0.50 128 Westgate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 South of Herstal,east side 0.43 5.00 0.50 0.82 North of Herstal,west side3 1.51 5.00 0.50 2.89 North of Herstal,east side3 0.16 5.00 0.50 0.31 South of roundabout,west side park inlet3 1.19 5.00 0.50 2.28 South of roundabout,west curb inlet3 0.53 5.00 0.50 1.01 South of roundabout,east curb inlet3 0.78 5.00 0.50 l.49 South quadrant of roundabout� 1.54 5.00 0.50 2.95 Alleysz Manhole at Leiden's NW dead end 130 5.00 0.50 2.49 Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 Vahl,NW dead end 1.S1 5.00 0.50 2.89 Laurel Parkway South of Debour,double inlet,east side 2.11 5.00 0.51 4.12 Sta. 8+00 existing double inlet,east side 1.67 9.40 0.50 2.l 3 Sta. 13+97.18,existing east inlet(low point) 1.70 5.00 0.35 228 Sta. 8+00 exisring double inlet,west side 1.92 9.20 0.51 2.54 Sta. 13+97.18,existing west inlet(low point) 1.41 5.00 0.50 2.70 FOOTNOTES: 1 Areas and flow rates are for direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted for on the following page. 2 Typical section far alleys is an inverted crown with 2%slope toward the center. 3 These subbasins were defined in previous phases of construction;refer to previous drainage reports. The Lakes at Valley West, Phases 5 & 6 Gutter Spread Width Calculations revised 2-6-25 �=item modified for Norton Ranch Lift Station(2-6-2025) 25-yr.Peak Runoff(cfs) Gutter Sub-Basin Description Direct� Upstream� Total Inlet Type Bypass Spread(ft.) Vaughn Drive West of Westgate,north side 1.49 0.00 1.49 sag 0.00 5.32 West of Westgate,south side 0.65 0.00 0.65 sag 0.00 3.10 East of Westgate,north side 0.17 0.00 0.17 sag 0.00 1.28 East of Westgate,south side 1.28 0.00 1.28 sag 0.00 4.84 Westgate Avenue South of Herstal,west side 0.80 0.00 0.80 on grade 0.08 4.14 South of Herstal,east side 0.82 0.00 0.82 on grade 0.09 4.19 North of Herstal,west side4 2.89 0.08 2.97 on grade 1.17 9.03 North of Herstal,east side4 0.31 0.09 0.40 on grade 0.02 4.04 South of roundabout,west side park inlet' 2.28 0.00 2.28 drop inlet 0.00 n/a South of roundabout,west curb inlet4 1.01 1.17 2.18 on grade 0.74 8.00 South of roundabout,east curb inlet4 1.49 0.02 1.51 on grade 0.41 6.93 South quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Alleys3 Manhole at Leiden's NW dead end 2.49 0.00 2.49 - 0.00 13.62 Manhole at Leiden's NE dead end 2.43 0.00 2.43 - 0.00 12.15 Vahl,NW dead end 2.89 0.00 2.89 - 0.00 13.67 Laurel Parkway South of Debour,double inlet,east side 4.12 0.00 4.12 on grade 1.16 8.96 Sta. 8+00 existing double inlet,east side 213 1.16 3.29 on grade 0.68 9.54 Sta. 13+9718,existing east inlet(low point) 2.28 0.68 2.96 sag 0.00 9.00 Sta. 8+00 existing double inlet,west side 2.54 0.00 2.54 on grade 0.44 8.63 Sta. 13+9718,existing west inlet(low point) 2.70 0.44 3.14 sag 0.00 9.27 FOOTNOTES: 1 Direct runoff is from"Gutter Flow"calculations on the previous page,and does not include runoff from upstream inlets. 2 Upstream runoff is the bypass flow from contributing upstream inlets. 3 For alleys with inverted crown,minor submergence is acceptable. The maximum submergence at the wheels of a car straddling the inverted crown centerline would be less than 1.5 inches,which is considered acceptble for the short duration of peak runoff involved. 4 These subbasins were defined in previous phases of construction;refer to previous drainage reports. Laurel gutter south of Debour, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.013 ft/ft Discharge 4.12 cfs Section Definitions Station Elevation �ft) �ft) 0+00 0.45 0+01 0.00 0+02 0.08 0+16 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,0.45) (0+16,0.50) 0.013 Options Current Roughness Weighted Pavlovskii's Method Method Open Channel Weighting Pavlovskii's Method Method Closed Channel Weighting Pavlovskii's Method Method Results Normal Depth 3.6 in Roughness Coefficient 0.013 Elevation 0.30 ft Elevation Range 0.00 to 0.50 ft Flow Area 1.2 ftz Wetted Perimeter 9.2 ft Hydraulic Radius 1.6 in Top Width 8.96 ft Normal Depth 3.6 in Critical Depth 4.3 in Critical Slope 0.005 ft/ft Velocity 3.38 ft/s Velocity Head 0.18 ft Specific Energy 0.48 ft Froude Number 1.619 Flow Type Supercritical Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown,CT 06795 USA +1- Laurel gutter south of Debour, east side (25-yr) GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.6 in Critical Depth 4.3 in Channel Slope 0.013 ft/ft Critical Slope 0.005 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster open channels(rev 2-7-25).fm8 Center [10.03.00.03] 2/7/2025 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown,CT 06795 USA +1- ATTACHMENT H ORIGINAL STORM DRAINAGE REPORT FOR THE LAKES AT VALLEY WEST, PHASES 5 AND 6 (DATED 5-25-18) H P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx ��`��\\\,`�N TtA1��4��i Storm Drainage Report �� 2�/g' ��'� The Lakes at Valley West, Phases 5 and 6 ` �;°o��C� .`° = =-n- G � �= Revised May 25, 2018 - < 4 °w- e `�` A� � �'E N S��.� s��ss�o N P��``\ Part 1 Introduction This report provides hydrologic and hydraulic calculations for sizing of storm water conveyance and detention storage facilities for development of Phases 5 and 6 of The Lakes at Valley West subdivision. The site is located south of Phases 1 through 4. Storm drainage design follows the path set in the previous phase drainage reports and addenda, also prepared by Morrison-Maierle. The drainage sub-basins in the earlier reports made assumptions on future phases, including Phases 5 and 6, that are no longer accurate. This Phase 5 and 6 report accounts for these changes and ensures compliance with City of Bozeman design standards. Phases 5 and 6 will be constructed as described in this report and in accordance with City of Bozeman Design Standards for drainage design. These are the final two phases of development. Pre-development and post-development drainage is shown on Figures 1 and 2 respectively. Part 2 Site Description and Design Basis The site drains from south to north, discharging to Aajker Creek. "Run-on"water originating south of The Lakes at Valley West subdivision and west of Laurel Parkway is intercepted by a constructed cutoff ditch at the south property line, and drains directly to Aajker Creek. "Run-on" water east of Laurel Parkway drains to the East Lake which is hydraulically connected to the West Lake. The two lakes discharge to Aajker Creek through an existing discharge control structure described in the Phase 1 and 2 drainage report. Site runoff generally discharges to existing or proposed detention facilities as described below. The Rational Method was used to calculate peak runoff and detention requirements in accordance with City of Bozeman design standards. Phases 5 and 6 use the City's standard runoff coefficient for"Dense Residential," C = 0.50. Storm drainage infrastructure proposed for Phases 5 and 6 is identified on Figure 2. Part 3 Drainage Basins Pre-development sub-basin H1 (see Figure 1) corresponds to developed sub-basins D1.1 through D1.4 (see Figure 2). The four developed sub-basins are described below. Sub-basin D1.1: Sub-basin D1.1 consists of D1.1A (Phase 3 runoffl, D1.1B (offsite runoffl, and D1.1C (Phase 3, 4 and 5 runof�. Runoff from D1.1A and D1.1 C will sheet flow through back yards of residential lots and perimeter open space into Aajker Creek. D1.1 B runoff, from a large offsite area to the south, is intercepted by an existing constructed cutoff ditch along the south property line and discharged to Aajker Creek at the southwest corner of the site. Sub-basin D 1.2: Sub-basin D1.2 consists of D1.2A (Phase 3 runoffl, D1.26 (Phase 4 runof�, and D1.2C (Phase 5 runoffl. Runoff from these areas will drain through the existing Phase 3 and 4 Page 1 of 5 storm drain system to detention facility D1.2, and then will discharge through the existing pair of 36'/4" x 22'/2" RCP arch pipes (double culvert) under Durston Road. Detention facility D1.2 was sized and constructed as part of Phase 3 (see Phase 3 Drainage Report), incorporating additional capacity for future phases. Refer to Part 3 below for additional discussion. Sub-basin D1.3: Sub-basin D1.3 encompasses all runoff into the East Lake and West Lake, which are hydraulically connected to a single, existing discharge structure. For the purposes of detention calculations, this report will utilize 4.60 cfs as the 10-year peak discharge rate out of Sub-basin D1.3, a conservative value that was calculated in the drainage report for Phases 1 and 2 and has been re-calculated in this report using current Phase 5 and Phase 6 drainage basins. This runoff flows to the existing pair of 36'/4" x 22'/2" RCP arch pipes (double culvert) under Durston Road. Sub-basin D1.3 consists of the following: - D1.3A includes the West Lake, perimeter open space and adjacent back yards of residential lots. - D1.3B includes the East Lake, perimeter open space and adjacent back yards of residential lots, plus a large offsite area to the south (east of Laurel Parkway). Runoff from the offsite area is intercepted by an existing earth berm along the south property line and flows east around Phase 6 to existing constructed wetlands draining to the East Lake. - D1.3C covers part of Phase 6 and will drain to the East Lake (sub-basin D1.3B). - D1.3D covers a small part of Phase 4 and most of Phase 5, and will drain to a proposed underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). - D1.4C includes Laurel Parkway and adjacent parts of Phases 5 and 6, and will drain to an existing underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). Sub-basin D1.4: Sub-basin D1.4 consists of D1.4A (runoff from Phases 2 and 3) and D1.4B (runoff from Phases 1 and 2), both draining to existing underground (StormTech) detention and treatment facility D1.4, which discharges through the existing pair of 36'/4" x 22'/2" RCP arch pipes (double culvert) under Durston Road. Sub-basin D1.4 is unaffected by the currently proposed Phases 5 and 6. Because sub-basin D1.4C drains to the West Lake, it is included in the discussion above for sub-basin D1.3. Part 3 Detention Basins Three underground detention and treatment facilities (D1.2, D1.4 and D1.4C) were constructed in earlier phases and sized to accommodate construction of all future phases including the last two (Phases 5 and 6), which are the subject of this report. The attached calculations confirm that with site runoff routed through the existing, "as-built" control structures, the existing storage volumes and release rates remain in compliance with City drainage policy through final buildout of all contributing phases of the Lakes at Valley West subdivision. The three existing detention facilities of interest, named to correspond to their respective sub-basins, are described below. Page 2 of 5 Sub-basins D 1.2 and D 1.4: The following quote, from the Phase 3 Drainage Report, applies to this report as well: "Two underground detention storage facilities, D1.2 and D1.4, are proposed (now existing]for storm water treatment and control of the 10-year peak runoff rate. Discharge from these two detention facilities will limit the total post-development 10-year peak discharge (sub-basins D1.1 through D1.4) to the pre-development peak rate (sub-basin H1)." Detention Facility D1.4 is unaffected by the currently proposed Phases 5 and 6 because the contributing drainage areas were fully defined prior to construction of the facility. For Detention Facility D1.2, calculations have been revised using the "as-built" storage and discharge parameters from Phase 3 construction. Results are summarized in Table 1. Sub-basin D1.4C: D1.4C detention was sized and constructed as part of Phases 1 and 2, incorporating additional capacity for future phases. Calculations have been revised for detention facility D1.4C using the "as-built" storage and discharge parameters from Phase 1 and 2 construction. Results are summarized in Table 1. In addition to the existing detention facilities described above, two additional detention facilities are proposed for construction during the final phases of development (Phases 5 and 6). Both will discharge to the onsite lakes, and offsite runoff rate is therefore unaffected due to onsite detention in the lakes. However, both will be constructed to provide treatment and to limit peak runoff to the pre-development rate, in accordance with City of Bozeman drainage policy. The two proposed detention basins, named to correspond to their respective sub-basins, are described below. Sub-basin D1.3D (Phase 5 construction� Detention facility D1.3D is proposed as an underground (StormTech) detention storage and treatment facility to be located north of Leiden Lane, discharging to the West Lake. Calculations are attached; results are summarized in Table 1. Sub-basin D1.3C (Phase 6 construction): Detention facility D1.3C is proposed as an underground (StormTech) detention storage and treatment facility to be located northeast of the Laurel Parkway/Debour Lane intersection, discharging to the East Lake. Calculations are attached; results are summarized in Table 1. Part 4 Storm Water Treatment The City's design standards require Low Impact Development (LID) practices that infiltrate, evapotranspire or capture runoff, to the extent feasible, for a specified design runoff event. This requirement is addressed as follows: Detention Storaqe D1.2, D1.4, D1.4C, D1.3C and D1.3D: StormTech underground detention and storage facilities are existing (D1.2, D1.4 and D1.4C) and proposed (D1.3C and D1.3D). These systems combine infiltration and runoff capture. The StormTech system is a widely accepted LID practice found to remove 80 percent of total suspended solids from municipal storm runoff. It meets LEED criteria for storm water treatment (SS6.2 water quality credit). The facilities for this project provide over 6 inches of capture depth for infiltration and runoff volume reduction, plus treatment of additional runoff by deposition as water slowly Page 3 of 5 TABLE 1 - Detention Basin Data Detention Basin Name Description DET 1.4 DET 1.2 DET 1.3C DET 1.3D DET 1.4C (as-built) (as-built) proposed proposed (as-built) Max. 10-yr Release Rate (cfs) 2.30 3.63 0.57 2.69 1.36 10-yr Detention Volume (cu. ft.) 7,211 4,058 883 3,147 1,088 Sizes and Dimensions: vertical tee (riser) dia., inches 30 30 15 24 12 outlet pipe dia., inches 30 30 12 24 12 overflow weir length, ft. - - - - Orifice (two alternates): circular orifice dia., inches 63/a 8'/z 33/s 75/s 5 rectangular orifice - - 3 x 3 7 x 6'/z - Elevations: 25-yr WSEL at control structure 43.47 43.43 54.80 50.31 52.40 top of riser(=10-yr max. WSEL) 42.50 42.50 54.40 49.70 51.80 discharge pipe invert at control structure 39.00 39.00 51.30 46.60 48.30 travels through the long, linear rows of chambers and gravel base. The system solves the problem of runoff"short-circuiting" from inlet to outlet that is inherent in surface detention ponds. Runoff from the first '/2" of rainfall will percolate through and fill a gravel filter before finding its way to a perforated low-flow outlet pipe that discharges into the detention outlet structure. Additional runoff from larger storms can bypass this discharge route, but only after storage depth reaches 2 feet. Although the detention calculations assume zero infiltration, the existing alluvial (gravel/pit run) soils directly under the StormTech systems provide excellent infiltration, which further improves treatment. We believe this type of treatment not only meets, but exceeds, the City's current design standards. Part 5 Conveyance and Collection The proposed storm drain system is shown on Figure 2. Existing storm drain is utilized for runoff from sub-basins D1.2C and D1.4C; proposed, separate storm drain systems are proposed for sub-basins D1.3C and D1.3D. Pipes in both the existing (previous phase) and proposed systems were sized to convey the 25-year peak runoff. Calculations for the existing systems were provided in earlier reports; this report includes calculations for representative pipes as required to assure pipe size is adequate for all pipes. Drop inlets and curb inlets have been placed where needed to limit the spread of water in the street, such that an unobstructed (un-flooded) travel lane will be available during a 25-year storm, in accordance with City of Bozeman design standards. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations for gutter spread width, inlet intercept/bypass flows and pipe flows are attached. Bypass flows are accounted for at all existing and proposed on-grade inlets. Conveyance and collection for Phase 5 and 6 sub-basins is described below. Page 4 of 5 Sub-basin D1.2C (Phase 5 construction): Runoff will surface drain to existing curb inlets on Westgate Avenue, about 70 feet north of Herstal Way. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Sub-basin D1.3C (Phase 6 construction� Runoff will surface drain to a proposed storm drain inlet on the east side of Laurel Parkway, south of its intersection with Debour Lane. The intercepted runoff will drain to a proposed underground (StormTech) detention facility. Sub-basin D1.3D (Phase 5 construction): Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive, two in Westgate Avenue south of Herstal Way and several drop inlets near the West Lake's south shore, discharging to a proposed underground (StormTech) detention basin. Runoff draining to Leiden Lane and Vahl Way (inverted crown sections) will surface drain on the asphalt and enter drop inlets at the dead ends. Sub-basin D1.4C (Phase 5 and 6 construction): Runoff will surface drain to existing curb inlets on Laurel Parkway, about 660 feet north of Vaughn Drive. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Calculations are attached. Design details for Phase 5 and 6 improvements will be provided on the construction drawings. Page 5 of 5 (this page left blank intentionally) PEAK RUNOFF AND DETENTION CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Peak Runoff and Detention Calculations MODIFIED RATIONAL METHOD i=A*(Tc/60)� Qp=C i A Qp =peak runoff,cfs Design Coefficients C =runoff coefficient Storm A B i =A(Tc�6o)B (Bozeman I�F cu�e) z-y� o.s6 -a6o T� = time of concentration,minutes 5-yr 0.52 -0.64 A =Area,acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 100-yr 1.01 -0.67 (Bozeman Design Standards,March 2004) Sub-Basin Name Area C T� Qz Qs Qio Qzs Qso Qioo Basin 1 Hl 218.30 0.20 90.6 12.27 17.44 21.38 26.16 30.60 33.46 D1.1 (A+B+C) 116.22 0.20 97.6 6.25 8.85 10.84 13.28 1551 16.95 D1.2A 5.52 0.48 5.0 4.24 6.76 8.53 10.14 12.57 1414 D1.2B 3.51 0.50 5.0 2.81 4.48 5.65 6.72 8.32 9.37 D1.2C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04 D1.2(A+B+C)_______ 1017 0.49 6.3 6.92 10.94 13.78 16.42 20.26 22.74 D1.3A 10.98 0.50 5.0 8.78 14.00 17.67 21.01 26.04 29.31 D1.3B 64.30 0.50 90.6 9.04 12.84 15.74 19.26 22.53 24.64 �--------------------------------------------- �-------------------� ------- �------------------------------------------�----------- H1.3C1 1.81 0.20 161 0.29 0.44 0.54 0.66 0.79 0.88 ____D1.3C____________________ 1.81 0.50 _____5_0 1.45 2.31 2.91 3.46 4.29 4.83 �----- ------- --- H1.3Di 7.69 0.20 12.8 1.40 2.15 2.69 3.22 3.92 4.37 ____D1 3D _______7.69____ 0.50 _____7_5 4.82 7.57 9.51 11.35 13.95 15.64 ---- ----------- �--------------------------- �------------------�----------- West Lake outlet pipe� 8816 0.50 - 4.60 D1.4A 5.72 0.50 5.0 4.57 7.30 9.20 10.94 13.56 15.27 D1.4B 7.26 0.39 5.0 4.53 7.22 9.11 10.83 13.43 1511 D1.4(A+B) 12.98 0.44 5.0 9.10 14.52 18.32 21.78 26.99 30.38 ----------------- �------ --- ------ H1.4C' 3.38 0.20 9.9 0.72 l.11 1.40 1.67 2.04 2.28 D1.4C _______ 3.38 0.50 9.4 1.85 2.88 3.61 4.32 5.28 5.91 D1.2+D1.4(A+B) 2315 0.46 6.3 14.85 23.47 29.54 35.20 43.43 48.77 FOOTNOTES: 1. The pre-development subbasin uses a pre-development C and T�and an area matching the post-development area,for use in calculating detention volume. 2. Full retention of sub-basins draining into the East and West lakes(D1.3A,D1.3B,D1.3C,D1.3D and D1.4C)was assumed,in order to conservatively estimate the lakes'25-year maximum water surface elevation and associated maximum discharge. Retention volume=(7,200)*(0.50)*(0.41)*(88.16)=130,124 cu.ft. Using the 5.14-acre combined surface area of the lakes,this correlates to a rise of 0.58 feet above the normal operating elevation of 44.50. An additional OS feet was added to account for partial clogging of the 2'high fish screen. The result(WSEL=45.58) was used to calculate the 25-year peak discharge; see attached calculations for the West Lake Outfall. Culvert Calculator Report West Lake outfall Solve For: Discharge Culvert Summary Allowable HW Elevation 45.58 ft Headwater Depth/Height 4.08 Computed Headwater Elev< 45.58 ft Discharge 4.60 cfs Inlet Control HW Elev. 43.53 ft Tailwater Elevation 40.93 ft Outlet Control HW Elev. 45.58 ft Control Type Outlet Control Grades Upstream Invert 41.50 ft Downstream Invert 40.48 ft Length 280.00 ft Constructed Slope 0.3643 % Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 0.89 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.89 ft Velocity Downstream 6.22 fUs Critical Slope 1.0589 % Section Section Shape Circular Mannings Coefficient 0.011 Secficmnr��ri�HDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 45.58 ft Upstream Velocity Head 0.53 ft Ke 0.50 Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev. 43.53 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft� K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\...\design docs\reports\drainage\old\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 03/15/18 04:35:16 Pf�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1- Page 1 of 1 Record Id: H1.3C Pervious TC Calc �� Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 1.00% 0.1500 1.20 in 12.13 min Channel (interm) Grassed(n=0.030) 100.00 ft 1.00% 0.0300 0.98 min Channel(interm) Grassed(n=0.030) 330.00 ft 1.20% 0.0300 2.96 min Pervious TC 16.06 min I' Record Id: H1.3D Pervious TC Calc � Type Description Length Slope Coeff Misc TT � Sheet Short prairie grass and lawns.: 50.00 ft 1.40% 0.1500 1.20 in 10.60 min 015 Channel (interm) Grassed(n=0.030) 310.00 ft 2.06% 0.0300 2.12 min Channel (interm) Grassed(n=0.030) 30.00 ft 15.00% 0.0300 0.08 min Pervious TC 12.79 min Record Id: H1.4C Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 015 50.00 ft 4.20% 0.1500 1.20 in 6.83 min Channel (interm) Grassed(n=0.030) 380.00 ft 1.50% 0.0300 3.04 min Pervious TC 9.87 min Record Id: D1.3D � Pervious TC Calc i � Type � Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 2.00% 0.1500 1.20 in 4.42 min Shallow Paved and gravel areas (n=0.012) 15.00 ft 3.00% 0.0120 0.05 min Channel(interm) asphalt 180.00 ft 1.20% 0.0120 0.64 min Channel(interm) asphalt 80.00 ft 2.60% 0.0120 0.19 min Channel(interm) storm drain 470.00 ft 0.70% 0.0120 2.20 min Pervious TC 7.51 min Record Id: D1.4C (east) Pervious TC Calc �� Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 1.00% 0.1500 1.20 in 5.83 min Shallow asphalt 15.00 ft 3.00% 0.0120 0.05 min Channel(interm) asphalt 480.00 ft 1.80% 0.0120 1.40 min Channel (interm) asphalt 420.00 ft 0.60% 0.0120 2.13 min �� Pervious TC 9.41 min Record Id: D1.4C (west) Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 015 20.00 ft 1.00% 0.1500 1.20 in 5.83 min Shallow Paved and gravel areas (n=0.012) 15.00 ft 3.00% 0.0120 0.05 min Channel (interm) curb & gutter 170.00 ft 1.50% 0.0120 0.54 min Channel (interm) curb & gutter 170.00 ft 2.10% 0.0120 0.46 min Channel (interm) curb &gutter 75.00 ft 1.30% 0.0120 0.26 min Channel (interm) curb &gutter 400.00 ft 0.60% 0.0120 2.03 min Pervious TC 9.17 min The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp-CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 12.98 AC Qp(Basin H1) = 2138 cfs Basins D11+D13= -15.44 cfs POST-DEV C= 0.44 Total,D1.2 det+D1.4 det= 5.93 cfs(combined release rate) POST-DEV Tc= 5.0 MIN D1.4 release rate = 230 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP PO5T-DEV Qp= 18.32 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.)Constant ReL(cu.ft.) Volume(cu.ft.) 8664.83 5757.86 7,211 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 333 18.94 4,725 4,136 9.75 2.09 ll.87 5,925 5,040 14.75 1.59 9.07 6,662 5,474 19.75 132 7.50 7,180 5,684 ORIFICE CALCULATIONS 24.75 1.14 6.48 7,566 5,758 MATCHING Qp= 230 cfs 29.75 1.01 5.75 7,860 5,739 Max.Depth= 3.50 ft 34.75 0.91 5.19 8,089 5,651 39.75 0.84 4.76 8,265 5,51] 44.75 0.77 4.41 8,401 5,328 CIRCULAR ORIFICE(as-built): 49.75 0.72 4.11 8,503 S,l ll DIAMETER= 6.750 inches 54.75 0.68 3.87 8,577 4,864 Area= 0.25 ft� 59.75 0.64 3.65 8,626 4,593 ORIFICE FLOW= 2.24 cfs 64.75 0.61 3.47 8,655 4,300 69.75 0.58 3.30 8,665 3,988 74.75 0.55 316 8,659 3,659 RECTANGULAR ORIFICE(not used): 79.75 0.53 3.03 8,638 3,315 LENGTH= 6125 inches 84.75 0.51 2.91 8,605 2,958 WIDTH= 6.000 inches 89.75 0.49 2.80 8,560 2,588 Area= 0.26 ftZ 94.75 0.48 2.71 8,504 2,208 ORIFICE FLOW= 230 cfs 99.75 0.46 2.62 8,439 1,817 104.75 0.45 2.54 8,364 1,417 109.75 0.43 2.46 8,281 1,009 ll4.75 0.42 239 8,191 592 ll9.75 0.41 232 8,093 168 WEIR CALCULATIONS(not used) 124.75 0.40 2.26 7,989 -262 Coefficient= 333 129.75 039 2.21 7,879 -700 Width= 1.250 inches 134.75 038 2.15 7,763 -1,143 WEIR FLOW= 2.27 cfs 139.75 037 2.10 7,641 -1,592 144.75 036 2.05 7,514 -2,046 149.75 0.35 2.01 7,383 -2,506 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 154.75 035 1.97 7,246 -2,970 159.75 034 1.93 7,106 -3,438 164.75 033 1.89 6,961 -3,911 169.75 033 1.85 6,813 -4,389 174.75 032 1.82 6,660 -4,869 179.75 031 1.79 6,505 -5,354 184.75 031 1.75 6,345 -5,842 189.75 030 1.72 6,183 -6,334 194.75 030 1.69 6,017 -6,829 199.75 0.29 1.67 5,849 -7,327 204.75 0.29 1.64 5,677 -7,828 209.75 0.28 1.61 5,503 -8,332 214.75 0.28 1.59 5,326 -8,838 219.75 0.28 1.57 5,147 -9,348 224.75 0.27 1.54 4,965 -9,859 229.75 0.27 1.52 4,781 -10,374 234.75 0.26 1.50 4,595 -10,890 239.75 0.26 1.48 4,407 -11,409 244.75 0.26 1.46 4,216 -11,930 249.75 0.25 1.44 4,023 -12,453 254.75 0.25 1.42 3,829 -12,979 259.75 0.25 1.41 3,632 -13,506 264.75 0.24 1.39 3,434 -14,035 269.75 0.24 1.37 3,234 -14,567 274.75 0.24 1.35 3,032 -15,100 279.75 0.24 1.34 2,828 -15,634 284.75 0.23 132 2,623 -16,171 289.75 0.23 131 2,416 -16,709 294.75 0.23 1.29 2,208 -17,249 299.75 0.22 1.28 1,998 -17,790 304.75 0.22 1.27 1,787 -18,333 309.75 0.22 1.25 1,574 -18,877 314.75 0.22 1.24 1,360 -19,423 319.75 0.22 1.23 1,144 -19,971 324J5 0.21 1.22 928 -20,519 329.75 0.21 1.20 710 -21,069 334.75 0.21 1.19 490 -21,620 339.75 0.21 1.18 270 -22,173 344.75 0.21 1.17 48 -22,727 349.75 0.20 1.16 -175 -23,282 354.75 0.20 1.15 -398 -23,838 359.75 0.20 1.14 -624 -24,396 364J5 0.20 1.13 -850 -24,954 369.75 0.20 1.12 -1,077 -25,514 374.75 0.19 l.11 -1,305 -26,075 379.75 0.19 1.10 -1,534 -26,636 384.75 0.19 1.09 -1,765 -27,199 389.75 0.19 1.08 -1,996 -27,763 394.75 0.19 1.07 -2,228 -28,328 399.75 0.19 1.06 -2,461 -28,894 404.75 0.19 1.05 -2,695 -29,461 409.75 0.18 1.04 -2,930 -30,029 414.75 0.18 1.04 -3,165 -30,597 419.75 0.18 1.03 -3,402 -31,167 424.75 0.18 1.02 -3,639 -31,737 429.75 0.18 1.01 -3,878 -32,309 434.75 0.18 1.01 -4,117 -32,881 439.75 0.18 1.00 -4,357 -33,454 444.75 0.17 0.99 -4,597 -34,028 449.75 0.17 0.98 -4,839 -34,603 454.75 0.17 0.98 -5,081 -35,178 459.75 0.17 0.97 -5,323 -35,754 464.75 0.17 0.96 -5,567 -36,331 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) StormTech Sizing Calculations Required Storage Volume 7,211 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 749 ft3 per chamber (see note 1) Number of chambers required 97 96.28 before rounding excess storage volume 0.7 % Number of chambers proposed 100 excess storage volume 3.7 °/o equal to 268 ft3 excess storage volume Installed chamber footprint(per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 7,480 ft3 Notes: 1. Storage volume assumes 6"of stone above and below chambers,and 40%stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp=CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 10.17 AC Qp(Basin H1) = 21.38 cfs Basins Dl.l+D1.3+D1.4 = -17.74 cfs POST-DEV C= 0.49 D1.2 release rate = 3.63 cfs POST-DEV Tc= 63 MIN D1.2 release rate = 3.63 cfs STORM INTENSITY= 2.77 IN/HR TIME STEP POST-DEV Qp= 13.78 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.)Constant ReL(cu.ft.) Volume(cu.ft.) 5029.56 3086.80 4,058 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (M1N) (IN/HR) (CFS) (CF) (CF) 5.99 2.86 14.24 3,776 2,787 12.29 1.79 8.93 4,553 3,087 18.59 1.37 6.82 4,893 2,912 24.89 113 5.64 5,024 2,509 ORIFICE CALCULATIONS 3 L 19 0.98 4.87 5,030 1,968 MATCHING Qp= 3.63 cfs 37.49 0.87 432 4,949 1,331 Max.Depth= 3.50 ft 43.79 0.79 391 4,806 624 50.09 0.72 3.58 4,614 -138 56.39 0.67 3.31 4,383 -945 62.69 0.62 3.09 4,119 -1,787 CIRCOLAR ORIFICE(as-built): 68.99 0.58 291 3,829 -2,660 DIAMETER= 8.500 inches 75.29 0.55 2.75 3,517 -3,559 Area= 0.39 ft� 81.59 0.52 2.61 3,184 -4,481 ORIFICE FLOW= 3.55 cfs 87.89 0.50 2.48 2,834 -5,423 94.19 0.48 237 2,468 -6,383 100.49 0.46 2.28 2,089 -7,358 RECTANGULAR ORIFICE(not used): 106.79 0.44 2.19 1,698 -8,348 LENGTH= 8.000 inches 113.09 0.42 2.11 1,296 -9,351 WIDTH= 7.825 inches 119.39 0.41 2.04 883 -10,365 Area= 0.43 ft� 125.69 0.40 1.97 461 -11,390 ORIFICE FLOW= 3.92 cfs 131.99 0.38 191 31 -12,425 138.29 037 1.85 -407 -13,470 144.59 0.36 1.80 -853 -14,523 150.89 035 1.75 -1,305 -15,583 157.19 0.34 1.70 -1,763 -16,652 WEIR CALCULATIONS(not used) 163.49 033 1.66 -2,228 -17,727 Coefficient= 333 169.79 0.33 1.62 -2,697 -18,808 Width= 2.500 inches 176.09 032 1.58 -3,172 -19,896 WE1R FLOW= 4.54 cfs 182.39 0.31 1.55 -3,652 -20,990 188.69 030 1.51 -4,137 -22,089 194.99 0.30 1.48 -4,625 -23,193 DURATION 1NTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 201.29 0.29 1.45 -5,118 -24,302 207.59 0.29 1.42 -5,615 -25,416 213.89 0.28 1.39 -6,116 -26,534 220.19 0.27 1.37 -6,620 -27,657 226.49 0.27 134 -7,127 -28,783 232.79 0.27 1.32 -7,638 -29,914 239.09 0.26 1.30 -8,151 -31,048 245.39 0.26 1.27 -8,668 -32,186 251.69 0.25 1.25 -9,188 -33,327 257.99 0.25 1.23 -9,710 -34,471 264.29 0.24 1.21 -10,234 -35,618 270.59 0.24 1.20 -10,762 -36,769 276.89 0.24 1.18 -11,291 -37,922 283.19 0.23 1.16 -11,823 -39,079 289.49 0.23 1.14 -12,357 -40,238 295.79 0.23 1.13 -12,894 -41,399 302.09 0.22 1.11 -13,432 -42,563 308.39 0.22 1.10 -13,972 -43,730 314.69 0.22 1.08 -14,515 -44,898 320.99 0.22 1.07 -15,059 -46,070 327.29 0.21 1.06 -15,605 -47,243 333.59 0.21 1.04 -16,152 -48,418 339.89 0.21 1.03 -16,702 -49,596 346.19 0.20 1.02 -17,253 -50,776 352.49 0.20 1.01 -17,806 -51,957 358.79 0.20 1.00 -18,360 -53,141 365.09 0.20 0.98 -18,915 -54,326 371.39 0.20 0.97 -19,473 -55,513 377.69 019 0.96 -20,031 -56,702 383.99 0.19 0.95 -20,591 -57,893 390.29 019 0.94 -21,152 -59,085 396.59 0.19 0.93 -21,715 -60,279 402.89 019 0.92 -22,279 -61,474 409.19 0.18 091 -22,844 -62,671 415.49 0.18 0.91 -23,410 -63,870 421.79 0.18 0.90 -23,978 -65,070 428.09 018 0.89 -24,547 -66,271 434.39 0.18 0.88 -25,116 -67,474 440.69 0.18 0.87 -25,687 -68,678 446.99 0.17 0.86 -26,259 -69,884 453.29 017 0.86 -26,832 -71,091 459.59 0.17 0.85 -27,406 -72,299 465.89 0.17 0.84 -27,981 -73,508 472.19 0.17 0.83 -28,557 -74,719 478.49 017 0.83 -29,134 -75,931 484.79 0.16 0.82 -29,712 -77,144 491.09 016 0.81 -30,291 -78,358 497.39 0.16 0.81 -30,871 -79,573 503.69 016 0.80 -31,451 -80,789 509.99 0.16 0.79 -32,033 -82,007 516.29 016 0.79 -32,615 -83,225 522.59 0.16 0.78 -33,198 -84,445 528.89 016 0.77 -33,782 -85,665 535.19 0.15 0.77 -34,367 -86,887 541.49 015 0.76 -34,952 -88,109 547.79 0.15 0.76 -35,538 -89,333 554.09 015 0.75 -36,125 -90,557 560.39 0.15 0.75 -36,713 -91,783 566.69 015 0.74 -37,302 -93,009 572.99 0.15 0.73 -37,891 -94,236 579.29 015 0.73 -38,481 -95,464 585.59 0.15 0.72 -39,071 -96,693 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 StormTech Sizing Calculations Required Storage Volume 4,058 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.90 ft3 per chamber (see note 1) Number of chambers required 55 54.18 before rounding excess storage volume 1.5 % Number of chambers proposed 77 (as-built) excess storage volume 29.6 °/o equal to (see note 2) 1,203 ft3 excess storage volume Installed chamber footprint(per chamber) = S x 7.12' Note: add 2' min. to each row, far end caps Storage Volume Provided = 5,261 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers,and 40%stone porosiry. 2. 1,203 cubic feet equates to a maximum allowable groundwater elevation of about 3.6" above the bottom of the chambers,without infringing on the required detention. Groundwater will not reach this depth due to the free draining outfall(discharge elevation at bottom of chambers). The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp-CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 1.81 AC Qp(Basin H13C) = 0.54 cfs POST-DEV C= 0.50 POST-DEV Tc= 5.0 MIN D13C release rate = 0.54 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP PO5T-DEV Qp= 2.91 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.)Constant ReL(cu.ft.) Volume(cu.ft.) 1073.87 692.17 883 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 333 3.01 699 569 9J5 2.09 1.89 863 669 14.75 1.59 1.44 953 692 19.75 132 1.19 1,009 679 ORIFICE CALCULATIONS 24.75 1.14 1.03 1,043 643 MATCHING Qp= 0.54 cfs 29.75 1.01 0.91 1,063 593 Max.Depth= 3.10 ft 34.75 0.91 0.83 1,073 531 39.75 0.84 0.76 1,074 460 44.75 0.77 0.70 1,069 383 CIRCULAR ORiFiCE: 49.75 0.72 0.65 1,058 299 DIAMETER= 3375 inches 54.75 0.68 0.61 1,043 2ll Area= 0.06 ft� 59.75 0.64 0.58 1,024 ll9 ORIFICE FLOW= 0.53 cfs 64.75 0.61 0.55 1,001 23 69.75 0.58 0.53 976 -76 74.75 0.55 0.50 948 -178 RECTANGULAR ORIFICE: 79.75 0.53 0.48 918 -282 LENGTH= 3.000 84.75 0.51 0.46 886 -388 WIDTH= 3.000 inches 89.75 0.49 0.45 852 -497 Area= 0.06 ftZ 94.75 0.48 0.43 816 -607 ORIFICE FLOW= 0.53 cfs 99.75 0.46 0.42 779 -719 104.75 0.45 0.40 740 -833 109J5 0.43 0.39 700 -948 114J5 0.42 0.38 659 -1,064 ll9.75 0.41 037 617 -1,181 WEIR CALCULATIONS 124.75 0.40 036 573 -1,300 Coefficient= 333 inches 129.75 039 035 529 -1,420 Width= 0344 inches 134J5 0.38 0.34 484 -1,540 WEIR FLOW= 0.52 cfs 139.75 037 033 437 -1,662 144J5 0.36 0.33 390 -1,785 149J5 0.35 0.32 343 -1,908 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 154.75 035 031 294 -2,032 159J5 0.34 0.31 245 -2,157 164.75 033 030 195 -2,283 169J5 0.33 0.29 144 -2,410 174J5 0.32 0.29 93 -2,537 179J5 0.31 0.28 42 -2,664 184.75 031 0.28 -10 -2,792 189.75 030 0.27 -63 -2,921 194.75 030 0.27 -116 -3,051 199.75 0.29 0.27 -170 -3,181 204.75 0.29 0.26 -224 -3,311 209.75 0.28 0.26 -279 -3,442 214.75 0.28 0.25 -334 -3,573 219.75 0.28 0.25 -389 -3,705 224.75 0.27 0.25 -445 -3,837 229J5 0.27 0.24 -501 -3,970 234J5 0.26 0.24 -557 -4,103 239.75 0.26 0.24 -614 -4,236 244J5 0.26 0.23 -671 -4,370 249J5 0.25 0.23 -729 -4,504 254J5 0.25 0.23 -787 -4,639 259J5 0.25 0.22 -845 -4,774 264J5 0.24 0.22 -903 -4,909 269J5 0.24 0.22 -962 -5,044 274.75 0.24 0.22 -1,021 -5,180 279.75 0.24 0.21 -1,080 -5,316 284.75 0.23 0.21 -1,140 -5,452 289.75 0.23 0.21 -1,199 -5,589 294.75 0.23 0.21 -1,259 -5,726 299.75 0.22 0.20 -1,320 -5,863 304.75 0.22 0.20 -1,380 -6,001 309.75 0.22 0.20 -1,441 -6,138 314.75 0.22 0.20 -1,502 -6,276 319.75 0.22 0.20 -1,563 -6,414 324J5 0.21 0.19 -1,624 -6,553 329.75 0.21 0.19 -1,686 -6,692 334.75 0.21 0.19 -1,747 -6,830 339.75 0.21 0.19 -1,809 -6,970 344.75 0.21 0.19 -1,871 -7,109 349.75 0.20 0.18 -1,934 -7,248 354.75 0.20 0.18 -1,996 -7,388 359.75 0.20 0.18 -2,059 -7,528 364.75 0.20 0.18 -2,122 -7,668 369.75 0.20 0.18 -2,185 -7,808 374.75 0.19 0.18 -2,248 -7,949 379.75 0.19 0.17 -2,311 -8,090 384.75 0.19 0.17 -2,375 -8,230 389.75 0.19 0.17 -2,438 -8,371 394.75 0.19 0.17 -2,502 -8,513 399J5 0.19 0.17 -2,566 -8,654 404.75 0.19 0.17 -2,630 -8,795 409.75 0.18 0.17 -2,694 -8,937 414.75 0.18 0.16 -2,759 -9,079 419.75 0.18 0.16 -2,823 -9,221 424.75 0.18 0.16 -2,888 -9,363 429.75 0.18 0.16 -2,952 -9,505 434.75 0.18 0.16 -3,017 -9,648 439.75 0.18 0.16 -3,082 -9,790 444.75 0.17 0.16 -3,147 -9,933 449.75 0.17 0.16 -3,213 -10,076 454.75 0.17 0.16 -3,278 -10,219 459.75 0.17 0.15 -3,343 -10,362 464.75 0.17 0.15 -3,409 -10,505 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C StormTech Sizing Calculations Required Storage Volume 883 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber(see note 1) Number of chambers required 13 12.96 before rounding excess storage volume 0.3 % Number of chambers proposed 16 excess storage volume 19.0 % equal to 168 ft3 excess storage volume Installed chamber footprint(per chamber) = S x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,051 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers,and 40%stone porosiry. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp-CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 7.69 AC Qp(Basin H1.3D) = 2.69 cfs POST-DEV C= 0.50 POST-DEV Tc= 7.5 MIN D1.3D release rate = 2.69 cfs STORM INTENSITY= 2.47 IN/HR TIME STEP POST-DEV Qp= 9.51 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.) Constant ReL(cu.ft.) Volume(cu.ft.) 3927.49 2365.75 3,147 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 7.13 2.56 9.83 3,024 2,175 14.63 1.60 6.16 3,622 2,366 22.13 1.22 4.71 3,860 2,162 29.63 1.01 3.89 3,927 1,769 ORIFICE CALCULATIONS 37.13 0.87 336 3,892 1,261 MATCHING Qp= 2.69 cfs 44.63 0.78 2.98 3,785 673 Max.Depth= 310 ft 52.13 0.70 2.70 3,627 26 59.63 0.64 2.47 3,429 -667 67.13 0.59 2.29 3,198 -1,397 CIRCULAR ORTFiCE: 74.63 0.56 2.14 2,942 -2,157 DIAMETER= 7.625 inches 82.13 0.52 2.01 2,663 -2,942 Area= 0.32 ft� 89.63 0.49 1.90 2,366 -3,749 ORIFICE FLOW= 2.69 cfs 9713 0.47 1.80 2,052 -4,576 104.63 0.45 1.71 1,724 -5,419 ll2.13 0.43 1.64 1,384 -6,277 RECTANGULAR ORIFICE: ll9.63 0.41 1.57 1,032 -7,148 LENGTH= 7.000 127.13 0.39 1.51 670 -8,031 WIDTH= 6.500 inches 134.63 038 1.46 299 -8,925 Area= 032 ft� 142.13 037 1.40 -81 -9,829 ORIFICE FLOW= 2.68 cfs 149.63 035 136 -468 -10,742 15713 034 132 -862 -11,663 164.63 033 1.28 -1,262 -12,592 17213 032 1.24 -1,668 -13,528 179.63 031 1.21 -2,080 -14,471 WEIR CALCULATIONS 187.13 031 1.17 -2,497 -15,420 Coefficient= 3.33 194.63 030 1.15 -2,919 -16,375 Width= 1J500 inches 202.13 0.29 1.12 -3,345 -17,335 WEIR FLOW= 2.65 cfs 209.63 0.28 1.09 -3,776 -18,301 217.13 0.28 1.07 -4,211 -19,271 224.63 0.27 1.04 -4,649 -20,246 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 232.13 0.27 1.02 -5,091 -21,225 239.63 0.26 1.00 -5,536 -22,209 247.13 0.26 0.98 -5,985 -23,196 254.63 0.25 0.96 -6,437 -24,187 262.13 0.25 0.94 -6,891 -25,182 269.63 0.24 0.93 -7,348 -26,180 27713 0.24 0.91 -7,808 -27,182 284.63 0.23 0.89 -8,271 -28,186 292.13 0.23 0.88 -8,736 -29,194 299.63 0.23 0.87 -9,203 -30,204 307.13 0.22 0.85 -9,672 -31,217 314.63 0.22 0.84 -10,144 -32,233 322.13 0.21 0.83 -10,617 -33,251 329.63 0.21 0.81 -11,093 -34,272 337.13 0.21 0.80 -11,570 -35,295 344.63 0.21 0.79 -12,049 -36,320 35213 0.20 0.78 -12,530 -37,348 359.63 0.20 0.77 -13,013 -38,378 36713 0.20 0.76 -13,497 -39,409 374.63 0.19 0.75 -13,983 -40,443 38213 0.19 0.74 -14,471 -41,479 389.63 0.19 0.73 -14,960 -42,516 39713 0.19 0.72 -15,450 -43,556 404.63 0.19 0.71 -15,942 -44,597 41213 0.18 0.70 -16,435 -45,640 419.63 0.18 0.70 -16,929 -46,684 42713 0.18 0.69 -17,425 -47,730 434.63 0.18 0.68 -17,922 -48,778 442.13 0.17 0.67 -18,420 -49,827 449.63 0.17 0.66 -18,920 -50,878 45713 0.17 0.66 -19,420 -51,930 464.63 0.17 0.65 -19,922 -52,984 47213 0.17 0.64 -20,424 -54,039 479.63 0.17 0.64 -20,928 -55,095 487.13 0.16 0.63 -21,433 -56,153 494.63 0.16 0.62 -21,938 -57,211 50213 0.16 0.62 -22,445 -58,271 509.63 0.16 0.61 -22,952 -59,333 51713 0.16 0.61 -23,461 -60,395 524.63 0.16 0.60 -23,970 -61,459 53213 0.15 0.60 -24,481 -62,524 539.63 0.15 0.59 -24,992 -63,589 54713 0.15 0.58 -25,504 -64,656 554.63 0.15 0.58 -26,017 -65,724 56213 0.15 0.57 -26,530 -66,793 569.63 0.15 0.57 -27,045 -67,863 57713 0.15 0.57 -27,560 -68,935 584.63 0.15 0.56 -28,076 -70,007 59213 0.14 0.56 -28,593 -71,080 599.63 0.14 0.55 -29,110 -72,153 60713 0.14 0.55 -29,628 -73,228 614.63 0.14 0.54 -30,147 -74,304 62213 0.14 0.54 -30,666 -75,381 629.63 0.14 0.53 -31,186 -76,458 637.13 0.14 0.53 -31,707 -77,536 644.63 0.14 0.53 -32,229 -78,616 65213 0.14 0.52 -32,751 -79,695 659.63 0.13 0.52 -33,273 -80,776 66713 0.13 0.51 -33,797 -81,858 674.63 0.13 0.51 -34,320 -82,940 68213 0.13 0.51 -34,845 -84,023 689.63 0.13 0.50 -35,370 -85,107 69713 0.13 0.50 -35,895 -86,192 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D StormTech Sizing Calculations Required Storage Volume 3,147 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber(see note 1) Number of chambers required 47 46.18 before rounding excess storage volume 1.7 % Number of chambers proposed 55 excess storage volume 16.0 % equal to 505 ft3 excess storage volume Installed chamber footprint(per chamber) = S x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 3,651 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers,and 40%stone porosiry. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp-CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 338 AC Qp(Basin H1) = 1.40 cfs POST-DEV C= 0.50 POST-DEV Tc= 9.4 MIN D1.4 release rate = 1.40 cfs STORM INTENSITY= 2.14 IN/HR 3.3 POST-DEV Qp= 3.61 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.)Constant ReL(cu.ft.) Volume(cu.ft.) 1417.44 758.56 1,088 POND VOLUME CALCULATIONS: 1.2 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 8.93 2.21 3.73 1,232 759 1833 138 234 1,410 719 27.73 1.06 1.79 1,417 478 37.13 0.87 1.48 1,344 139 ORIFICE CALCULATIONS 46.53 0.76 1.28 1,221 -260 MATCHING Qp= 1.40 cfs 55.93 0.67 1.13 1,064 -701 Max.Depth= 3.50 ft 6533 0.61 1.02 883 -1,173 74.73 0.55 0.94 682 -1,669 84.13 0.51 0.87 467 -2,184 CIRCULAR ORIFICE(as-built): 93.53 0.48 0.81 239 -2,715 DIAMETER= 5.000 inches 102.93 0.45 0.76 0 -3,260 Area= 0.14 ft� ll2.33 0.43 0.72 -247 -3,817 ORIFICE FLOW= 1.23 cfs 121.73 0.40 0.68 -502 -4,384 131.13 0.39 0.65 -764 -4,960 140.53 0.37 0.62 -1,032 -5,544 RECTANGULAR ORIFICE: 149.93 0.35 0.60 -1,306 -6,135 LENGTH= 5.000 inches 159.33 0.34 0.57 -1,584 -6,732 WIDTH= 4.375 inches 168.73 033 0.55 -1,866 -7,335 Area= 0.15 ft� 17813 032 0.53 -2,153 -7,944 ORIFICE FLOW= 137 cfs 187.53 031 0.52 -2,443 -8,558 196.93 030 0.50 -2,736 -9,176 20633 0.29 0.48 -3,033 -9,798 215.73 0.28 0.47 -3,332 -10,424 22513 0.27 0.46 -3,634 -11,054 WEIR CALCULATIONS 234.53 0.26 0.45 -3,938 -11,688 Coefficient= 333 243.93 0.26 0.43 -4,245 -12,324 Width= 0.7500 inches 25333 0.25 0.42 -4,554 -12,964 WEIR FLOW= 136 cfs 262.73 0.25 0.41 -4,865 -13,606 272.13 0.24 0.40 -5,177 -14,251 281.53 0.23 0.40 -5,492 -14,898 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MiN) (IN/HR) (CFS) (CF) (CF) 290.93 0.23 039 -5,808 -15,548 30033 0.22 038 -6,126 -16,201 309.73 0.22 037 -6,445 -16,855 31913 0.22 036 -6,766 -17,511 328.53 0.21 036 -7,088 -18,170 337.93 0.21 035 -7,412 -18,830 34733 0.20 035 -7,737 -19,492 356.73 0.20 034 -8,063 -20,156 36613 0.20 033 -8,390 -20,822 375.53 0.19 033 -8,718 -21,489 384.93 0.19 032 -9,047 -22,157 39433 0.19 032 -9,377 -22,827 403.73 0.19 031 -9,709 -23,499 41313 0.18 031 -10,041 -24,172 422.53 0.18 030 -10,374 -24,846 431.93 0.18 030 -10,708 -25,521 44133 0.17 030 -11,043 -26,198 450.73 0.17 0.29 -11,378 -26,876 46013 0.17 0.29 -11,715 -27,555 469.53 0.17 0.28 -12,052 -28,235 478.93 0.17 0.28 -12,390 -28,917 48833 0.16 0.28 -12,728 -29,599 497.73 0.16 0.27 -13,067 -30,282 50713 0.16 0.27 -13,407 -30,967 516.53 0.16 0.27 -13,748 -31,652 525.93 0.16 0.26 -14,089 -32,338 53533 0.15 0.26 -14,431 -33,025 544.73 0.15 0.26 -14,773 -33,713 554.13 0.15 0.25 -15,116 -34,402 563.53 0.15 0.25 -15,460 -35,092 572.93 0.15 0.25 -15,804 -35,782 58233 0.15 0.25 -16,148 -36,474 591.73 0.14 0.24 -16,493 -37,166 601.13 0.14 0.24 -16,839 -37,858 610.53 0.14 0.24 -17,185 -38,552 619.93 0.14 0.24 -17,532 -39,246 62933 0.14 0.23 -17,879 -39,941 638.73 0.14 0.23 -18,226 -40,637 64813 0.14 0.23 -18,574 -41,333 657.53 0.13 0.23 -18,922 -42,030 666.93 0.13 0.23 -19,271 -42,728 67633 0.13 0.22 -19,620 -43,426 685.73 0.13 0.22 -19,970 -44,125 695.13 0.13 0.22 -20,320 -44,825 704.53 0.13 0.22 -20,670 -45,525 713.93 0.13 0.22 -21,021 -46,226 72333 0.13 0.21 -21,372 -46,927 732.73 0.13 0.21 -21,723 -47,629 742.13 0.12 0.21 -22,075 -48,331 751.53 0.12 0.21 -22,427 -49,034 760.93 0.12 0.21 -22,779 -49,737 77033 0.12 0.21 -23,132 -50,441 779.73 0.12 0.20 -23,485 -51,146 78913 0.12 0.20 -23,839 -51,850 798.53 0.12 0.20 -24,192 -52,556 807.93 0.12 0.20 -24,546 -53,262 81733 0.12 0.20 -24,901 -53,968 826J3 0.12 0.20 -25,255 -54,675 83613 0.12 0.20 -25,610 -55,382 845.53 O.11 0.19 -25,965 -56,090 854.93 O.11 0.19 -26,321 -56,798 86433 O.11 0.19 -26,676 -57,506 873.73 O.11 0.19 -27,032 -58,215 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C StormTech Sizing Calculations Required Storage Volume 1,088 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber(see note 1) Number of chambers required 16 15.97 before rounding excess storage volume 0.2 % Number of chambers proposed 18 (as-built) excess storage volume 11.3 % equal to 123 ft3 excess storage volume Installed chamber footprint(per chamber) = S x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,211 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers,and 40%stone porosiry. (this page left blank intentionally) GUTTER FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Gutter Flow, Direct (Surface) Runoff Calculations MODIFIED RATIONAL METHOD Qp=C i A Qp =25-yr peak runoff,cfs C -runoff coefficient i -0.78(Tc/60)-0 64 (Bozeman IDF curve) T� - time of concentration,minutes A =Area,acres Sub-Basin Description Areal T� C Q Vau�hn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 West of Westgate,south side 0.34 5.00 0.50 0.65 East of Westgate,north side 0.09 5.00 0.50 0.17 East of Westgate,south side 0.67 5.00 0.50 1.28 West�ate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 South of Herstal,east side 0.43 5.00 0.50 0.82 North of Herstal,west side3 1.51 5.00 0.50 2.89 North of Herstal,east side3 0.16 5.00 0.50 0.31 South of roundabout,west side park inlet3 1.19 5.00 0.50 2.28 South of roundabout,west curb inlet3 0.53 5.00 0.50 1.01 South of roundabout,east curb inlet3 0.78 5.00 0.50 1.49 South quadrant of roundabout3 1.54 5.00 0.50 2.95 Alle� Manhole at Leiden's NW dead end 1.30 5.00 0.50 2.49 Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 Vahl,NW dead end 1.51 5.00 0.50 2.89 Laurel Parkway South of Debour,double inlet,east side 1.81 5.00 0.50 3.46 Sta. 8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 Sta. 13+9718,existing east inlet(low point) 1.70 5.00 0.35 2.28 Sta. 8+00 existing double inlet,west side 1.71 9.20 0.50 2.21 Sta. 13+9718,existing west inlet(low point) 1.41 5.00 0.50 2.70 FOOTNOTES: 1 Areas and flow rates are for direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted for on the following page. 2 Typical section for alleys is an inverted crown with 2%slope toward the center. 3 These subbasins were defined in previous phases of construction;refer to previous drainage reports. The Lakes at Valley West, Phases 5 & 6 Gutter Spread Width Calculations 25-yr.Peak Runoff(cfs) Gutter Sub-Basin Descri tion Directi Upstream� Total lnlet T e B ass Spread(ft.) Vau�hn Drive West of Westgate,north side 1.49 0.00 1.49 sag 0.00 5.32 West of Westgate,south side 0.65 0.00 0.65 sag 0.00 3.10 East of Westgate,north side 0.17 0.00 0.17 sag 0.00 1.28 East of Westgate,south side 1.28 0.00 1.28 sag 0.00 4.84 West�ate Avenue South of Herstal,west side 0.80 0.00 0.80 on grade 0.08 4.14 South of Herstal,east side 0.82 0.00 0.82 on grade 0.09 4.19 North of Herstal,west side4 2.89 0.08 2.97 on grade 1.17 9.03 Narth of Herstal,east side4 031 0.09 0.40 on grade 0.02 4.04 South of roundabout,west side park inlet4 2.28 0.00 2.28 drop inlet 0.00 n/a South of roundabout,west curb inlet4 1.01 1.17 2.18 on grade 0.74 8.00 South of roundabout,east curb inlet4 1.49 0.02 1.51 on grade 0.41 6.93 South quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Allevs3 Manhole at Leiden's NW dead end 2.49 0.00 2.49 - 0.00 13.62 Manhole at Leiden's NE dead end 2.43 0.00 2.43 - 0.00 12.15 Vahl,NW dead end 2.89 0.00 2.89 - 0.00 13.67 Laurel Parkwav South of Debour,double inlet,east side 3.46 0.00 3.46 on grade 0.88 838 Sta. 8+00 existing double inlet,east side 2.13 0.88 3.01 on grade 0.59 9.20 Sta. 13+97.18,existing east inlet(low point) 2.28 0.59 2.87 sag 0.00 8.83 Sta. 8+00 existing double inlet,west side 2.21 0.00 2.21 on grade 0.34 8.18 Sta. 13+97.18,existing west inlet(low point) 2.70 034 3.04 sag 0.00 9.12 FOOTNOTES: 1 Direct runoff is from"Gutter Flow"calculations on the previous page,and does not include runoff from upstream inlets. 2 Upstream runoff is the bypass flow from contributing upstream inlets. 3 For alleys with inverted crown,minor submergence is acceptable. The maximum submergence at the wheels of a car straddling the inverted crown centerline would be less than 1.5 inches,which is considered acceptble for the short duration of peak runoff involved. 4 These subbasins were defined in previous phases of construction;refer to previous drainage reports. Vaughn west of Westgate, nor#h side (25-yr) Project Description Solve For Spread Input Data Discharge 1.49 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 5.32 ft Depth 2.50 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:31:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Vaughn west of Westgate, south side (25-yr) Project Description Solve For Spread Input Data Discharge 0.65 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 3.10 ft Depth 1.70 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:34:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Vaughn east of Westgate, nor#h side (25-yr) Project Description Solve For Spread Input Data Discharge 0.17 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 1.28 ft Depth 0.82 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/5/2018 9:17:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Vaughn east of Westgate, south side (25-yr) Project Description Solve For Spread Input Data Discharge 1.28 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 4.84 ft Depth 2.33 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:35:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Westgate gutter south of Herstal, west side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 2.30 % Discharge 0.80 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.89 in Elevation Range 0.00 to 0.50 ft Flow Area 0.28 ftZ Wetted Perimeter 4.26 ft Hydraulic Radius 0.79 in Top Width 4.14 ft Normal Depth 1.89 in Critical Depth 0.20 ft Critical Slope 0.00575 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:40:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of Herstal, west side (25-yr) Results Velocity 2.85 ft/s Velocity Head 0.13 ft Specific Energy 0.28 ft Froude Number 1.93 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.89 in Critical Depth 0.20 ft Channel Slope 2.30 °/o Critical Slope 0.00575 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:40:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate south of Herstal, west side (25-yr) Project Description Solve For Efficiency Input Data Discharge 0.80 ft'/s Slope 2.30 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 89.43 % Intercepted Flow 0.72 ft'/s Bypass Flow 0.08 ft'/s Spread 3.56 ft Depth 1.88 in Flow Area 0.23 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.51 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.13 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.10418 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.27 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:43:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of Herstal, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 2.30 % Discharge 0.82 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.91 in Elevation Range 0.00 to 0.50 ft Flow Area 0.29 ftZ Wetted Perimeter 4.30 ft Hydraulic Radius 0.80 in Top Width 4.19 ft Normal Depth 1.91 in Critical Depth 0.20 ft Critical Slope 0.00574 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:44:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of Herstal, east side (25-yr) Results Velocity 2.86 ft/s Velocity Head 0.13 ft Specific Energy 0.29 ft Froude Number 1.93 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.91 in Critical Depth 0.20 ft Channel Slope 2.30 °/o Critical Slope 0.00574 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:44:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate south of Herstal, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 0.82 ft'/s Slope 2.30 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 89.01 % Intercepted Flow 0.73 ft'/s Bypass Flow 0.09 ft'/s Spread 3.61 ft Depth 1.89 in Flow Area 0.23 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.53 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.13 Grate Flow Ratio 0.83 Equivalent Cross Slope 0.10374 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.39 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:45:05 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter north of Herstal, west side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.97 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.63 in Elevation Range 0.00 to 0.50 ft Flow Area 1.24 ftZ Wetted Perimeter 9.24 ft Hydraulic Radius 1.60 in Top Width 9.03 ft Normal Depth 3.63 in Critical Depth 0.32 ft Critical Slope 0.00484 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:47:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter north of Herstal, west side (25-yr) Results Velocity 2.40 ft/s Velocity Head 0.09 ft Specific Energy 0.39 ft Froude Number 1.15 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.63 in Critical Depth 0.32 ft Channel Slope 0.65 °/o Critical Slope 0.00484 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:47:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate north of Herstal, west side (25-yr) Project Description Solve For Efficiency Input Data Discharge 2.97 ft'/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 60.69 % Intercepted Flow 1.80 ft'/s Bypass Flow 1.17 ft'/s Spread 8.21 ft Depth 3.55 in Flow Area 1.05 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.84 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.19 Grate Flow Ratio 0.46 Equivalent Cross Slope 0.07077 ft/ft Active Grate Length 2.40 ft Length Factor 0.04 Total Interception Length 13.88 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:48:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter nor#h of Herstal, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 0.40 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.85 in Elevation Range 0.00 to 0.50 ft Flow Area 0.27 ftZ Wetted Perimeter 4.15 ft Hydraulic Radius 0.78 in Top Width 4.04 ft Normal Depth 1.85 in Critical Depth 0.16 ft Critical Slope 0.00629 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:49:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter nor#h of Herstal, east side (25-yr) Results Velocity 1.49 ft/s Velocity Head 0.03 ft Specific Energy 0.19 ft Froude Number 1.02 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.85 in Critical Depth 0.16 ft Channel Slope 0.65 °/o Critical Slope 0.00629 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:49:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate north of Herstal, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 0.40 ft'/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 94.72 % Intercepted Flow 0.38 ft'/s Bypass Flow 0.02 ft'/s Spread 3.46 ft Depth 1.84 in Flow Area 0.22 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 1.85 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.33 Grate Flow Ratio 0.85 Equivalent Cross Slope 0.10526 ft/ft Active Grate Length 2.40 ft Length Factor 0.13 Total Interception Length 4.71 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:50:46 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of roundabout, west curb inlet (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.18 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.26 in Elevation Range 0.00 to 0.50 ft Flow Area 0.98 ftZ Wetted Perimeter 8.19 ft Hydraulic Radius 1.43 in Top Width 8.00 ft Normal Depth 3.26 in Critical Depth 0.28 ft Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 11:54:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of roundabout, west curb inlet (25-yr) Results Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.35 ft Froude Number 1.13 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.26 in Critical Depth 0.28 ft Channel Slope 0.65 °/o Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 11:54:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate south of roundabout, west curb inlet (25-yr) Project Description Solve For Efficiency Input Data Discharge 2.18 ft'/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 66.28 % Intercepted Flow 1.44 ft'/s Bypass Flow 0.74 ft'/s Spread 7.25 ft Depth 3.20 in Flow Area 0.83 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.64 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.21 Grate Flow Ratio 0.51 Equivalent Cross Slope 0.07535 ft/ft Active Grate Length 2.40 ft Length Factor 0.05 Total Interception Length 11.74 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:54:20 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of roundabout, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 1.51 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 2.88 in Elevation Range 0.00 to 0.50 ft Flow Area 0.74 ftZ Wetted Perimeter 7.10 ft Hydraulic Radius 1.25 in Top Width 6.93 ft Normal Depth 2.88 in Critical Depth 0.25 ft Critical Slope 0.00530 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 3:49:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate gutter south of roundabout, east side (25-yr) Results Velocity 2.04 ft/s Velocity Head 0.06 ft Specific Energy 0.31 ft Froude Number 1.10 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.88 in Critical Depth 0.25 ft Channel Slope 0.65 °/o Critical Slope 0.00530 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 3:49:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Westgate south of roundabout, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 1.51 ft'/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 73.06 % Intercepted Flow 1.10 ft'/s Bypass Flow 0.41 ft'/s Spread 6.24 ft Depth 2.84 in Flow Area 0.62 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.43 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.23 Grate Flow Ratio 0.58 Equivalent Cross Slope 0.08128 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.61 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 3:48:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Westgate, south quadrant of roundabout (25-yr) Project Description Solve For Spread Input Data Discharge 3.69 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.11 ft Depth 3.87 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 4:01:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Leiden, NW dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.00 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.49 ft'/s Results Normal Depth 1.63 in Flow Area 0.93 ftz Wetted Perimeter 13.62 ft Hydraulic Radius 0.82 in Top Width 13.62 ft Critical Depth 0.17 ft Critical Slope 0.00557 ft/ft Velocity 2.68 ft/s Velocity Head 0.11 ft Specific Energy 0.25 ft Froude Number 1.81 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.63 in Critical Depth 0.17 ft Channel Slope 2.00 % Critical Slope 0.00557 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 1:31:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Leiden, NE dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.50 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.43 ft'/s Results Normal Depth 1.46 in Flow Area 0.74 ftz Wetted Perimeter 12.16 ft Hydraulic Radius 0.73 in Top Width 12.15 ft Critical Depth 0.17 ft Critical Slope 0.00559 ft/ft Velocity 3.29 ft/s Velocity Head 0.17 ft Specific Energy 0.29 ft Froude Number 2.35 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.46 in Critical Depth 0.17 ft Channel Slope 3.50 % Critical Slope 0.00559 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:58:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Vahl, NW dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.60 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.89 ft'/s Results Normal Depth 1.64 in Flow Area 0.93 ftz Wetted Perimeter 13.67 ft Hydraulic Radius 0.82 in Top Width 13.67 ft Critical Depth 0.18 ft Critical Slope 0.00546 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 0.29 ft Froude Number 2.09 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.64 in Critical Depth 0.18 ft Channel Slope 2.60 % Critical Slope 0.00546 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 1:38:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Laurel gutter south of Debour, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.30 % Discharge 3.46 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.40 in Elevation Range 0.00 to 0.50 ft Flow Area 1.07 ftZ Wetted Perimeter 8.58 ft Hydraulic Radius 1.49 in Top Width 8.38 ft Normal Depth 3.40 in Critical Depth 0.34 ft Critical Slope 0.00474 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:34:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel gutter south of Debour, east side (25-yr) Results Velocity 3.24 ft/s Velocity Head 0.16 ft Specific Energy 0.45 ft Froude Number 1.60 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.40 in Critical Depth 0.34 ft Channel Slope 1.30 °/o Critical Slope 0.00474 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:34:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Laurel south of Debour double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.46 ft'/s Slope 1.30 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 74.67 % Intercepted Flow 2.58 ft'/s Bypass Flow 0.88 ft'/s Spread 7.60 ft Depth 3.33 in Flow Area 0.90 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.83 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.40 Grate Flow Ratio 0.49 Equivalent Cross Slope 0.07360 ft/ft Active Grate Length 4.80 ft Length Factor 0.07 Total Interception Length 17.79 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:47:12 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel Sta. 8+00 gutter, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 3.01 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.69 in Elevation Range 0.00 to 0.50 ft Flow Area 1.28 ftZ Wetted Perimeter 9.42 ft Hydraulic Radius 1.63 in Top Width 9.20 ft Normal Depth 3.69 in Critical Depth 0.32 ft Critical Slope 0.00483 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:26:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel Sta. 8+00 gutter, east side (25-yr) Results Velocity 2.35 ft/s Velocity Head 0.09 ft Specific Energy 0.39 ft Froude Number 1.11 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.69 in Critical Depth 0.32 ft Channel Slope 0.60 % Critical Slope 0.00483 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:26:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Laurel Sta. 8+00 double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.01 ft'/s Slope 0.60 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 80.55 % Intercepted Flow 2.42 ft'/s Bypass Flow 0.59 ft'/s Spread 8.38 ft Depth 3.61 in Flow Area 1.09 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.76 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.54 Grate Flow Ratio 0.45 Equivalent Cross Slope 0.07002 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 13.71 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:28:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel Sta. 13+97.18 (at Durston), east side (25-yr) Project Description Solve For Spread Input Data Discharge 2.87 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 8.83 ft Depth 3.76 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:56:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Laurel Sta. 8+00 gutter, west side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.2� ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveignted pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.33 in Elevation Range 0.00 to 0.50 ft Flow Area 1.02 ftZ Wetted Perimeter 8.38 ft Hydraulic Radius 1.46 in Top Width 8.18 ft Normal Depth 3.33 in Critical Depth 0.29 ft Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:12:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel Sta. 8+00 gutter, west side (25-yr) Results Velocity 2.17 ft/s Velocity Head 0.07 ft Specific Energy 0.35 ft Froude Number 1.08 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.33 in Critical Depth 0.29 ft Channel Slope 0.60 % Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:12:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Laurel Sta. 8+00 double inlet, west side (25-yr) Project Description Solve For Efficiency Input Data Discharge 2.2� ft'/s Slope 0.60 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 84.59 % Intercepted Flow 1.87 ft'/s Bypass Flow 0.34 ft'/s Spread 7.41 ft Depth 3.26 in Flow Area 0.86 ftZ Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.57 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.57 Grate Flow Ratio 0.50 Equivalent Cross Slope 0.07453 ft/ft Active Grate Length 4.80 ft Length Factor 0.10 Total Interception Length 11.60 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:13:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Laurel Sta. 13+97.18 (at Durston ), west side (25-yr) Project Description Solve For Spread Input Data Discharge 3.04 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.12 ft Depth 3.87 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:14:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 (this page left blank intentionally) PIPE FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West,Phases 5 & 6 Pipe Flow Calculations MODIFIED RATIONAL METHOD Qp-C i A QP =25-yr peak runoff,cfs C =runoff coefficient i =0.78(Tc/60)-0�64 (Bozeman IDF curve) T� = time of concentration,minutes A =Area,acres Sub-Basin Description Area� T� C Qa�re��2 Qm�ai Q��4 Qn�a9s Q�es P�PQ Dia.b Notes Vauehn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 1.49 1.49 0.00 1.49 12" West of Westgate,south side 034 5.00 0.50 0.65 0.65 0.65 0.00 214 12" East of Westgate,north side 0.09 5.00 0.50 0.17 017 017 0.00 017 12" East of Westgate,south side 0.67 5.00 0.50 1.28 1.28 1.28 0.00 1.45 12" Vaughn/Westgate manhole 3.60 15" Westeate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 0.80 0.72 0.08 OJ2 12" South of Herstal,east side 0.43 5.00 0.50 0.82 0.82 0.73 0.09 5.05 15" North of Herstal,west side' 1.51 5.00 0.50 2.89 2.97 1.80 1.17 1.80 12" North ofHerstal,east side' 016 5.00 0.50 031 0.40 038 0.02 2.17 18" as-built10 South of roundabout,west side park inle�' 119 5.00 0.50 2.28 2.28 2.28 0.00 2.28 12" as-built10 South ofroundabout,west curb inlet' 0.53 5.00 0.50 1.01 218 1.44 0.74 3J2 15" as-built10 South of roundabout,east curb inlet' 0.78 5.00 0.50 1.49 1.51 110 0.41 7.00 24" as-built10 South quadrant of roundabout' 1.54 5.00 0.50 2.95 3.69 3.69 0.00 4.43 15" as-built10 Manhole at roundabout' 11.42 24" as-built10 Allevs' Manhole at Leiden's NW dead enc 130 5.00 0.50 2.49 2.49 2.49 0.00 7.54 18" Vahl,NW dead end 1.51 5.00 0.50 2.89 2.89 2.89 0.00 2.89 12" Manhole between Vahl&Leider 0.71 5.00 0.50 136 136 136 0.00 4.25 15" Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 2.43 2.43 0.00 6.68 18" Manhole 55'north of Leiden's NW dead enc 017 5.00 0.50 033 033 033 0.00 ll 35 24" South inlet pipe to Detention D1.3D9 7.69 7.50 0.50 ll 35 ll 35 24" Laurel Parkwav South of Debour,double inlet,east side 1.81 5.00 0.50 3.46 3.46 2.58 0.88 2.58 12" Sta.8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 3.01 2.42 0.59 330 12" as-built10 Sta.13+97.18,65'east(drop inlet) 2.00 5.00 0.35 2.68 2.68 2.68 0.00 2.68 12" as-built10 Sta.13+97.18,existing east inlet(low point) 1.70 5.00 0.35 2.28 2.87 2.87 0.00 6.13 18" as-built10 Sta.8+00 double inlet,west side 1J1 9.20 0.50 2.21 2.21 1.87 0.34 5.18 12" as-built10 Detention D1.4C discharge pipe9 330 930 0.50 4.24 4.24 15" as-built10 Sta. 13+97.18,existing west inlet(low point) 1.41 5.00 0.50 2J0 3.04 3.04 0.00 9.51 18" as-built10 FOOTNOTES: 1 Contributing drainage area 2 Q�1CeC�is direct surface runoff to the inlet,and does not include bypass flows from upstream inlets. 3 Qrora�is total peak surface runoff to the inlet(direct runoff plus bypass flows from upstream inlets). 4 Q;��is surface runoff intercepted by the inlet. 5 QP;��is total flow to outlet pipe(total pipe flow from upstream inlets plus surface runoff intercepted at the inlet). 6 Calculations are attached where"Pipe Dia."column uses bold text. Other pipe sizes are evident based on flow rates. 7 These subbasins were defined in previous phases of construction;refer to previous drainage reports. 8 Qp;pe for alleys is the total runoff to the nearest downstream drop inlet or manhole. 9 Equal to values in the Peak Runoff and Detention calculations. 10 Pipes were sized and installed during previous phases of construction. 12" pipe at 0.60% slope (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 12.00 in Discharge 2.89 ft'/s Results Normal Depth 10.44 in Flow Area 0.73 ftz Wetted Perimeter 2.40 ft Hydraulic Radius 3.62 in Top Width 0.67 ft Critical Depth 0.73 ft Percent Full 87.0 % Critical Slope 0.00847 ft/ft Velocity 3.98 ft/s Velocity Head 0.25 ft Specific Energy 1.12 ft Froude Number 0.68 Maximum Discharge 2.97 ft'/s Discharge Full 2.76 ft'/s Slope Full 0.00658 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 87.02 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 2:28:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 15" pipe at 0.60% slope (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 15.00 in Discharge 5.05 ft'/s Results Normal Depth 12.42 in Flow Area 1.09 ftz Wetted Perimeter 2.86 ft Hydraulic Radius 4.56 in Top Width 0.94 ft Critical Depth 0.91 ft Percent Full 82.8 % Critical Slope 0.00787 ft/ft Velocity 4.65 ft/s Velocity Head 0.34 ft Specific Energy 1.37 ft Froude Number 0.76 Maximum Discharge 5.38 ft'/s Discharge Full 5.00 ft'/s Slope Full 0.00611 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 82.83 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/20/2018 9:46:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 18" pipe at 0.60% slope (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 18.00 in Discharge 7.54 ft'/s Results Normal Depth 13.69 in Flow Area 1.44 ftz Wetted Perimeter 3.18 ft Hydraulic Radius 5.44 in Top Width 1.28 ft Critical Depth 1.06 ft Percent Full 76.1 % Critical Slope 0.00710 ft/ft Velocity 5.23 ft/s Velocity Head 0.42 ft Specific Energy 1.57 ft Froude Number 0.87 Maximum Discharge 8.75 ft'/s Discharge Full 8.14 ft'/s Slope Full 0.00515 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 76.07 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 2:27:18 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 24" pipe at 0.60% slope (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 24.00 in Discharge 11.42 ft'/s Results Normal Depth 14.12 in Flow Area 1.92 ftz Wetted Perimeter 3.50 ft Hydraulic Radius 6.60 in Top Width 1.97 ft Critical Depth 1.21 ft Percent Full 58.8 % Critical Slope 0.00546 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energy 1.73 ft Froude Number 1.06 Maximum Discharge 18.85 ft'/s Discharge Full 17.52 ft'/s Slope Full 0.00255 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 58.84 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods S�u.limYa�feFdwilAaster V8i(SELECTseries 1) [08.11.01.03] 5/7/2018 9:18:37 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Culvert Calculator Report Laurel Sta. 8+00 east side, 12" pipe to west side (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 3.86 Computed Headwater Elev< 53.96 ft Discharge 3.30 cfs Inlet Control HW Elev. 53.12 ft Tailwater Elevation 53.12 ft Outlet Control HW Elev. 53.96 ft Control Type Outlet Control Grades Upstream Invert 50.10 ft Downstream Invert 49.52 ft Length 58.00 ft Constructed Slope 1.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 3.60 ft Slope Type N/A Normal Depth 0.71 ft Flow Regime N/A Critical Depth 0.78 ft Velocity Downstream 4.20 fUs Critical Slope 0.8108 % Section Section Shape Circular Mannings Coefficient 0.012 Secficmnr��ri�HDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 53.96 ft Upstream Velocity Head 0.27 ft Ke 0.50 Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 53.12 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft� K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\5352\009\design docs\reports\drainage\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 05/24/18 03:13:17 Pf�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1- Page 1 of 1 Culvert Calculator Report Laurel Sta. 8+00 west side, 12" pipe to detention (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 3.58 Computed Headwater Elev< 53.10 ft Discharge 5.18 cfs Inlet Control HW Elev. 51.91 ft Tailwater Elevation 51.80 ft Outlet Control HW Elev. 53.10 ft Control Type Outlet Control Grades Upstream Invert 49.52 ft Downstream Invert 49.20 ft Length 16.00 ft Constructed Slope 2.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 2.60 ft Slope Type N/A Normal Depth 0.78 ft Flow Regime N/A Critical Depth 0.93 ft Velocity Downstream 6.60 fUs Critical Slope 1.5602 % Section Section Shape Circular Mannings Coefficient 0.012 Secficmnr��ri�HDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 53.10 ft Upstream Velocity Head 0.68 ft Ke 0.50 Entrance Loss 0.34 ft Inlet Control Properties Inlet Control HW Elev. 51.91 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft� K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\5352\009\design docs\reports\drainage\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 05/24/18 03:28:45 Pf�Bentley Systems, Inc. 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J t � � �------� A 11 • _� � � AT V wEsr DURSTON ROAD ��-''^� 'I � 7 I I / I ' � � , HZ /"" � � � PFUISE 6 7.6 � a � �T� Q � � l � I � � PFYI�SE S _ 1�;_ -�/ � , �'� .3� � /' y p i � _�--- -a-� 1 ° � T _ ¢ � � � U ' O ` 1 � O ; _. _-_ ' -„` H1 �..•_-- " ' ° 4786AY � � ,6s,3 1 0 ' I �� ' x � ` � � V � Lw ul . , g g ' '� � r � _._. .---. _ - - - ` ' W ---..-•• `�/ , � U� �____---- � <v�� 1 � '�" ABCOCK STR�E �� v� x�__/ � � ! 1 �__ --� I I 1 �� _ - --- ------__ , ,�;' f_ -- ► i �� .,� r /- " I�r � � �� f I � ' ____,;_- . , �� I .._` � . � � A r7 � w I I �C7 l � • `' � • i y�+f�� "f��u� 'F�'.�— ' — -- _ .-� -- ---- .. � '. • � Q � I• �� '�, ' 191 HUFFINE LANE . � ,1�� ' ' . � � � _- � � l � ; ,�, , • 1� ` -�� ---- � �1 � �� M o r r i s o n 2880 Technology Blvd West DRAWN BY CPK THE LAKES AT VALLEY WEST PROJECT NO. Bozeman,MT 59718 DSGN.BY: MGH PHASES 5 AND 6 5352.009 � M a i e rI e Phone BOZEMAN MONTANA APPR.BY: JRN Fax: FIGURE NUMBER DATE: 01/2018 1 engineers surveyors planners scientists PRE-DEVELOPMENT DRAINAGE FIG. 1 COPYRIGHT 0 MORRISON-MAIERLE,INC.,2018 N:\5352\009�ACAD\Exhibits\PH 5 Pre-Developmentdwg Pbtted by cooper krause on Janl9/2018 (this page left blank intentionally) EXISTING DETENTION EXISTING EXISTING STOR4GE D12 �EXISTING 2-36y"x 22z"ARCP DETENTION STORM�RAIN �EXISTING 88"x 44"ARCP CUWERT STORAGEDI.4 EXISTING DCRSTON ROAD �36"CMP --'__' --.-- _-'--'--'--'--.--'--'--.-_'-- -.-_'--'--.--'--" . r/ r '-I � - — \__'-�\ � � / � ' I - �\ � �' /. —�� —�� .� � � / / / � I � � -- V � A V � ' � / I ; � � . �� i �EXISTING — -- � -- %-- ` _' �r �� f 1'—.`� ��ERT LEGEND L � EXTENSION �� I � � /� /�� \ kk , � �I � I i �STING I � i / �� o � k7`�5 �I I ✓ _— - _ __ _ / ___ --- ——-- --- - SUB-BASIN BOUNDARY I ' /i.�� ' j , - ___ � i , � _ � � �DETENT�I 10 . __ _ �_ ------� �/ � / �i BA3W 2. � �2.2 � i —�— -- / � i D12A / � D1.4B I !'� -�--•--•--•-- PHASEBOUNDARY D1.4 A D2� �; I � 1.62 I � ( � I � �26 ' �� POST-DEVELOPMENT � ��, 5.52 � �� G � � j, �� SUB-BASIN DESIGNATION � � ,_--- --� .. % � I / 3.94 / ^o, I � _ --- - I � � I oJ/: j X.X �I � / a�as� � `'� � � - _ � � � I / ' , I D1.1A � I �� — � � � � � ,�}� � � �' - ' / � w � ' 1 � / i � xx.xx � � �� \ Fsr,,o A . � � �� I . �.��,_,.. � R�ANQ `� � -� SUB-BASIN AREA � � v `\ -- � , �RJ V - -/ � 0.82 � � � �� F oso o.ao � �� 08 � _ � � o.so _ � _ I I �, � � \ �:_ �� ,� Y; � � � � / / I � � � � DITCH OR SWALE � �� .i .-_� �' � � - � � � � � � � ��, �. � �0 � , � � � � • � � .._._..� ��5 - 'V � , /. / J �. , . � � ' �� „/� / ' � � � I � � �� I� - 4><8 '� � I'�. EXISTI 12"PVC , ' /_= �\ � WES LAKE OUT T, �� I � / / I I � i ' ��- �� /I ' I i/,/I '_. . i ,�� \ i ; \-- \\ \ \ \ � I ; � �,� �/ 'I � / � � ., ��"� ... � � � .., s �_ \ _._ . _. _.� .--� -�- - =�_ .-�_� _._ -�=� t -- �--� �--� �--� --� - --�-- --�- -�- �,,� V I C I N I TY MAP � �, o � , � �� / �� 'C ,� � �sT�N� TE _ i � i � AST AKE ,_ � �� —�—�� =� � ` ` D1.3,q sroR E,.ac � �� SCALE: 1'-1000 � � � � � � �� EAST LAK�OUT ET � � � � I 4 � �Y� �� 10.98 � � I � � � i \ _ � / ,..y,.�- I w��` S AK � � � � � �� < I a � D1.36 � � `�� 1 � �I I � 3 \— �`I � � j ¢ � Q \\ I a 3,\` PROP ED DET TION � I 64.30 � � o �� D1.1C �� \ roRnc i.so I ¢ I i "� � � a � � _ a D1.2B , — . I i / � i � � ��,i 1 . `�m . �� I , �- / e, -_— 1.24 - � - ' , - � I� � 3.51 , � � � � — � I . PRO OBED DET TION � �'� � .^�I � � � - �' ` . � a�50 V � -- I $TORA ED1.3C �_ �r.4'� o ..._. . -- ___ .• _ _ - i � � � V � - � . � c7 T T r.'-�-- �� ;- �� zso _.L._. �. �• � p� I� a5e�_ _95�. -�-�•-- -- UURSTONROAD �� _� �� HPRSCA�AV � �� I _ � _ __ - _ , o � gp i T-'__ _�'_-'__' I . � ` I / �_. i _.._.._ , � � VAHLWAY � DeBOURLANE � � - - - ' \ O � �� D 1.'LC � i � LE1DeN LANE � I _ _ � I - I I o�t / o � � D1.3D � ` I � 'Y - � MnrcN�wE o I 1.14 ` ` _ 3 I II d � I z � I �� ` 4� 7.89 � D1.4C � I Q � 9f� o � /, p ; j � � � � 4786AT �� °� � . ; x ��- 3.3e � D1.3C � ,� �� I I �' ; � 1.81 I I -- �___ � I I vnucnN��iivE - -� _ � - --• � - - � � � asz� N — — — — ^'rs' — _ — - — �-_•--•--•_-'--'-- --•- - -- � _ �— _ �-�--�--�- -�-�-= _�, � � - — - -�--�--�--�- . . — _ — — — — - -�--�--�--�--�--�-----�--._ � ' - -��--'--'--'--'--'- -- r- �- D1.1B D1 3B . � � � � i�L!.�_=__._�_. _.�_.- r-- ~ `_ �- � . , _ _ '. � I 6�_93 SOUTH SITE BOUNDARY 114"� y �EXISTING � �EXISTING DRAINAGE I-'� CUTOFFDITCH �� i�l / ` HORIZ.SCALE - `' 4"`� � D1.1B 100 50 0 100 200 HUFFINELA\E � 114.16 1 � IN FEET MATCH LINE � � �� M o rri so n DRAWN BY: DS THE LAKES AT VALLEY WEST PROJECTNO. DSGN.BY: MGH gOZEMAN PHASES 5 AND 6 MONTANA sssz.00s � M a i e rl e APPR BY JRN FIGURE NUMBER DATE: 12/2017 engineers surveyors planners scientists POST-DEVELOPEMENT DRAINAGE MAP I'/'� COPYRIGHTEiMORRISON-MAIERLE,INC..2018 FIG• L.� N:\5352\009WCAD\Exhibits\PH 5 Post-Development.dwg Plotted by cooper krause on Mayl24I2018 (this page left blank intentionally) ATTACHMENT I ADDENDUM TO STORM DRAINAGE REPORT FOR THE LAKES AT VALLEY WEST, PHASES 5 AND 6 (DATED 4-9-21 ) � P:\10678-Laurel Parkway LLC\001 -Norton Ranch Lift Station\04 Design\Reports\Stormwater\NortonRanch-StormMemo_20250206.docx Addendum to \��;,�<<��r,,;,,�, `\``��p f 1 T�1 N��'�i��''// Storm Drainage Report ��• • y�9 Zr o ; T h e L a k e s a t V a i l e y W e s t, P h a s e s 5 a n d 6 � •�•��"'�� ' =_ r�� 'R,�� e�� , cx - j� , April 9, 2021 , � �'J; `�.� .�,�( �� \�\\_ ,•, F • � , c� � . •��,\� '��'��Jirs��N A1..y,�`\��`�, Part 1 Introduction Tlzis is an addendum to the May 25, 2018 drainage re�os•t. Portioias of�the 2018 Yeport and calculations related to the addendunz are repeated her�, in black Aerial text. All new of•revised information appears in blue izalics. This acldendun2 is needed to document the addition of storrrl water runoff from an offsite portion of Laurel Pa�kway located south of The Lakes at Valley West subdivision, withi�� the currently p�roposed Norton East Ranch Subdivisio�a, Phase 5. Conveyance and treatment per City of Bozeman standards will be provided by existi�ig storm water facilities within The Lc�kes at Valley West infrastructure,for the following offsite street areas, shown on Figure 3 az the end of this report. • The west half of the Laurel Parkway right-of-way,from the south boundary of The Lakes at Valley West to approximately 206 feet south of this boundary, an area of 9,260 sq.ft. (0.21 acres) draining to onsite sub-basin D1.4C; • The east half of the Lauf�el Par•lcway right-of-way,.from the south boundary of The Lakes at Valley West to approximately 132 feet south of this boundary, an area of 5,937 sq.ft. (0.14 acres) dYaining to onsite sub-basin D1.3C. Part 2 Site Description and Design Basis The Rational Method was used to calculate peak runoff and detention requirements in accordance with City of Bozeman design standards. Phases 5 and 6 use the City's standard runoff coefficient for "Dense Residential," C = 0.50. Storm drainage infrastructure proposed for Phases 5 and 6 is identified on Figure 2. Rianoff�coefficients,fo��sub-basins D1.3C and D1.4C we��e r-evised,p�ro-rating the o�fsite Laurel Parkway additions by arecz (C=0.65 foi�half right-of-way), resulting in C=0.51 for each of these sub-basins. Part 3 Drainage Basins Pre-development sub-basin H1 (see Figure 1) corresponds to developed sub-basins D1.1 through D1.4 (see Figure 2). The four developed sub-basins are described below. Sub-basin D1.3: Sub-basin D1.3 encompasses all runoff into the East Lake and West Lake, which are hydraulically connected to a single, existing discharge structure. For the purposes of detention calculations, this report will utilize 4.60 cfs as the 10-year peak discharge rate out of Sub-basin D1.3, a conservative value that was calculated in the drainage report for Phases 1 and 2 and has been re-calculated in this report using current Phase 5 and Page 1 of 4 Phase 6 drainage basins. This runoff flows to the existing pair of 36'/4" x 22'/z" RCP arch pipes (double culvert) under Durston Road. Sub-basin D1.3 �^n��i�zcludes the following: - D1.3C covers part of Phase 6 and will drain to the East Lake (sub-basin D1.3B). With this addendum, sub-basin D1.3C also includes the additional 0.14 acres south of The Lakes and withiyz the east half'of the Laz�rel Puy-kway right-of-way. - D1.4C includes Laurel Parkway and adjacent parts of Phases 5 and 6, and will drain to an existing underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). With this addendurrz, sub-basin D1.4C also includes the additioria10.21 acres south of�The Lakes and within the west half�of�the Laurel Parkway right-of=way. Sub-basin D1.4: Because sub-basin D1.4C drains to the West Lake, it is included in the discussion above for sub-basin D1.3. Part 3 Detention Basins Three underground detention and treatment facilities (D1.2, D1.4 and D1.4C) were constructed in earlier phases and sized to accommodate construction of all future phases including the last two (Phases 5 and 6), which are the subject of this report. The attached calculations confirm that with site runoff routed through the existing, "as-built" control structures, the existing storage volumes and release rates remain in compliance with City drainage policy through final buildout of all contributing phases of the Lakes at Valley West subdivision. The##r-ee existing detention f�^'� faciliry of interest, named to correspond to their respective sub-basins, a�e is described below. Sub-basin D1.4C: D1.4C detention was sized and constructed as part of Phases 1 and 2, incorporating additional capacity for future phases. Calculations have been revised for detention facility D1.4C using the "as-built" storage and discharge parameters from Phase 1 and 2 construction. Results are summarized in Table 1. This adde�zdum inco�porates the additional 0.21 acres south of The Lakes and within the west half of the Laurel Pa�kway right-of=way, which drains to detention facility D1.4C. This facility was designed and constructed with excess capacity as a contingency. The amended calculations confirm that adequate capacity exists for the p�oposed offsite addition, and that no changes to the existing structure are necessary except to inodify the o�ifice size for the 1 D yea��elease�ate. In addition to the existing detention facilities described above, two additional detention facilities are proposed for construction during the final phases of development (Phases 5 and 6). Both will discharge to the onsite lakes, and offsite runoff rate is therefore unaffected due to onsite detention in the lakes. However, both will be constructed to provide treatment and to limit peak runoff to the pre-development rate, in accordance with City of Bozeman drainage policy. The detention "��^�, n�m� 4n �rr�pnr�rJ �n ��on4i�m ci ih_h�cinc ci ih_h�cin �ro �jaSl/Z Of pavmv�run� �� vncrr� c interest is described below. Sub-basin D1.3C (Phase 6 construction): Detention facility D1.3C is proposed as an underground (StormTech) detention storage and treatment facility to be located northeast of the Laurel Parkway/Debour Lane intersection, discharging to the East Lake. Calculations are attached; results are summarized in Table 1. Page 2 of 4 This addendum incorpo�ates the additional 014 acres south of The Lakes and within the east half of the Lau�el Parkway�ight-of-way, which d�ains to detention facility D1.3C. This facility was designed and constructed with excess capacity as a contingency. The amended calculations confirm that adequate capacity exists for the proposed offsite addition, and that no changes to the existing structure are necessa�y except to modify the orifice size for the 10 year release rate. TABLE 1 - Detention Basin Data Detention Basin Name Description DET 1.4 DET 1.2 DET 1.3C DET 1.3D DET 1.4C as-built as-built ro osed oe ro osed as-built * Max. 10-yr Release Rate (cfs)* 2.30 3.63 0.59 2•69 1.48 10-yr Detention Volume (cu. ft.)" 7,211 4,058 984 3,147 1,205 Sizes and Dimensions: vertical tee (riser) dia., inches 30 30 15 24 12 outlet pipe dia., inches 30 30 12 24 12 overflow weir length, ft. - - - - Orifice (two alternates): circular orifice dia., inches* 63�4 $'�2 39/�6 75�$ 5�/r6 rectangular orifice, inchesx - - 3 x 3'/ir �X 6'h 5 x 41�/i� Elevations: 25-yr WSEL at control structure 43.47 43.43 54.80 50.31 52.40 top of riser(=10-yr max. WSEL) 42.50 42.50 54.40 49.70 51.80 discharge pipe invert at control structure 39.00 39.00 51.30 46.60 48.30 *Note: The�r•o�osed y�evisions to DET 1.3C and DL'T 1.4C are irzclicated irz italics ancl are t�ot us-built values. Replace or modify the existing 10 year orifice f'or each of these str�uctures to one of the two indicated alterrzates. Part 4 Storm Water Treatment (No changes to this section) Part 5 Conveyance and Collection The proposed storm drain system is shown on Figure 2 and Figure 3. Existing storm drain is utilized for runoff from sub-basins D1.2C and D1.4C; proposed, separate storm drain systems are proposed for sub-basins D1.3C and D1.3D. Pipes in both the existing (previous phase) and proposed systems were sized to convey the 25-year peak runoff. Calculations for the existing systems were provided in earlier reports; this report includes calculations for representative pipes as required to assure pipe size is adequate for all pipes. The revised pipe calculations in this addendu�n i�zclude the additional offsite runoff fNom Laurel Parkway into sub-basins D1.3C and D1.4C. Page 3 of 4 Drop inlets and curb inlets have been placed where needed to limit the spread of water in the street, such that an unobstructed (un-flooded) travel lane will be available during a 25-year storm, in accordance with City of Bozeman design standards. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations for gutter spread width, inlet intercept/bypass flows and pipe flows are attached. Bypass flows are accounted for at all existing and proposed on-grade inlets. Conveyance and collection for the applicable Phase 5 and 6 sub-basins is described below. Sub-basin D1.3C (Phase 6 construction� Runoff will surface drain to a proposed storm drain inlet on the east side of Laurel Parkway, south of its intersection with Debour Lane. The intercepted runoff will drain to a proposed underground (StormTech) detention facility. The calculations for gutter spread width, inlet inteNcept/bypass flows and pipe flows in this addendum include the additiona10.14 acres of offsite runofffrom Laurel Parkway into suh-basin D1.3C. Sub-basin D1.4C (Phase 5 and 6 construction): Runoff will surface drain to existing curb inlets on Laurel Parkway, about 660 feet north of Vaughn Drive. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. The calculations foN gutter sp�ead width, inlet inte�^cept/bypass flows and pipe flows in this addenduin include the additional 0.21 acNes of offsite r�unofffrom Laurel Parkway into sub-basin D1.4C. N:\5352\009\Desian Docs\Reaorts\drainaae\4-9-21 (Norton addition)\drainaae report. Norton addition.docx Page 4 of 4 PEAK RUNOFF AND DETENTION CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Peak Runoff and Detention Calculations revised 4/9/21 MODIFIED RATIONAL METHOD i=A*(Tc/60)B Qp=C i A Qp =peak runoff,cfs Design Coefficients C =runoff coefficient Storm A B i =A(Tc/60)B (Bozeman IDF curve) 2-yr 0.36 -0.60 T� = time of concentration,minutes 5-yr 0.52 -0.64 A =Area,acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 100-yr 1.01 -0.67 (Bozeman Design Standards,March 2004) =revisions for 4/9/21 addendum(Norton addition) Sub-Basin Name Area C T� Qz Qs Qio Qzs Qso Qioo Basin 1 H1 218.30 0.20 90.6 12.27 17.44 21.38 26.16 30.60 33.46 D1.1 (A+B+C) ll6.22 0.20 97.6 6.25 8.85 10.84 13.28 15.51 16.95 D1.2A 5.52 0.48 5.0 4.24 6.76 8.53 10.14 12.57 14.14 D1.2B 3.51 0.50 5.0 2.81 4.48 5.65 6.72 8.32 9.37 D1.2C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04 D1.2(A+B+C) 10.17 0.49 6.3 6.92 10.94 13.78 16.42 20.26 22.74 �------------- ------------------------------------------�----------------------------------------------�-----------�----------- D1.3A 10.98 0.50 5.0 8.78 14.00 17.67 21.01 26.04 29.31 D1.3B 64.30 0.50 90.6 9.04 12.84 15.74 19.26 22.53 24.64 ----------------------------� �--------- H13C' 1.95 0.20 16.1 0.31 0.47 0.59 0.71 0.85 0.95 D13C 1.95 0.51 5.0 1.59 2.54 3.20 3.81 4J2 5.31 �------------------� --- H1.3D' 7.69 0.20 12.8 1.40 2.15 2.69 3.22 3.92 4.37 D1.3D 7.69 0.50 7.5 4.82 7.57 9.51 ll.35 13.95 15.64 --------------------- -� �---- ------- West Lake outlet pipe� 88.51 0.50 - 4.60 D1.4A 5.72 0.50 5.0 4.57 730 9.20 10.94 13.56 15.27 D1.4B 726 039 5.0 4.53 722 9.11 10.83 13.43 15.11 D1.4(A+B) 12.98 0.44 5.0 9.10 14.52 1832 21.78 26.99 30.38 --------------------� --- H 1.4C' 3.59 0.20 9.9 OJ6 1.18 1.48 1.77 2.17 2.43 D 1.4C 3.59 0.51 9.4 2.00 3.12 3.91 4.68 5J2 6.40 D1.2+D1.4(A+B) 23.15 0.46 6.3 14.85 23.47 29.54 35.20 43.43 48.77 FOOTNOTES: L The pre-development subbasin uses a pre-development C and T�and an area matching the post-development area,for use in calculating detention volume. 2. Full retention of sub-basins draining into the East and West lakes(D1.3A,D1.3B,D1.3C,D1.3D and D1.4C)was assumed,in order to conservatively estimate the lakes'25-year maximum water surface elevation and associated maximum discharge. Retention volume=(7,200)*(0.50)*(0.41)*(88.16)=130,124 cu.ft. Using the 5.14-acre combined surface area of the lakes,this correlates to a rise of 0.58 feet above the normal operating elevation of 44.50. An additional OS feet was added to account for partial clogging of the 2'high fish screen. The result(WSEL=45.58) was used to calculate the 25-year peak discharge; see attached calculations for the West Lake Outfall. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C Detention (10-yr storm) revised 4/9/21 MODIFIED RATIONAL METHOD Qp=C i A =revisions for 4/9/21 addendum(Norton addition) POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 1.95 AC Qp(Basin H13C) = 0.59 cfs POST-DEv C= 0.51 POST-DEV Tc= 5.0 MIN D13C release rate = 0.59 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP POST-DEV Qp= 3.20 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu.ft.) Constant ReL(cu.ft.) Volume(cu.ft.) 1195.83 771.89 984 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 333 331 771 631 9.75 2.09 2.07 953 743 14.75 1.59 1.58 1,054 772 19.75 132 131 1,117 760 ORIFICE CALCULATiONS 24.75 1.14 1.13 1,157 724 MATCHING Qp= 0.59 cfs 29.75 1.01 1.00 1,181 672 Max.Depth= 3.10 ft 34.75 0.91 0.91 1,193 607 39.75 0.84 0.83 1,196 532 44J5 0.77 OJ7 1,192 450 CIRCULAR ORIFiCE: 49J5 0.72 OJ2 1,182 362 DIAMETER= 3.5625 inches 54.75 0.68 0.68 1,167 268 Area= 0.07 ft� 59.75 0.64 0.64 1,148 170 ORIFICE FLOW= 0.59 cfs 64.75 0.61 0.61 1,125 67 69.75 0.58 0.58 1,099 -38 74.75 0.55 0.55 1,070 -147 RECTANGULAR ORIFICE: 79.75 0.53 0.53 1,039 -258 LENGTH= 3.3125 84.75 0.51 0.51 1,005 -372 WIDTH= 3.0000 inches 89.75 0.49 0.49 970 -488 Area= 0.07 ft� 94.75 0.48 0.47 932 -606 ORIFICE FLOW= 0.59 cfs 99J5 0.46 0.46 893 -726 104.75 0.45 0.44 852 -847 109.75 0.43 0.43 810 -970 ll4.75 0.42 0.42 766 -1,095 ll9.75 0.41 0.41 722 -1,221 WEIR CALCULATIONS 124.75 0.40 0.40 676 -1,348 Coefficient= 333 inches 129.75 039 0.39 629 -1,476 Width= 0.3750 inches 134.75 038 038 581 -1,606 WEIR FLOW= 0.57 cfs 139.75 037 037 532 -1,736 144.75 036 036 482 -1,867 149.75 035 035 431 -2,000 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 154.75 035 034 379 -2,133 159.75 034 034 327 -2,267 164.75 033 033 274 -2,402 169.75 033 032 220 -2,538 174.75 032 032 166 -2,674 179.75 031 031 111 -2,811 184.75 031 031 55 -2,949 189.75 030 030 -1 -3,087 194.75 030 030 -58 -3,226 199.75 0.29 0.29 -115 -3,365 204.75 0.29 0.29 -172 -3,505 209.75 0.28 0.28 -231 -3,646 214.75 0.28 0.28 -289 -3,787 219.75 0.28 0.27 -348 -3,928 224.75 0.27 0.27 -408 -4,070 229.75 0.27 0.27 -468 -4,213 234.75 0.26 0.26 -528 -4,356 239.75 0.26 0.26 -589 -4,499 244.75 0.26 0.26 -650 -4,643 249.75 0.25 0.25 -711 -4,787 254.75 0.25 0.25 -773 -4,931 259.75 0.25 0.25 -835 -5,076 264.75 0.24 0.24 -898 -5,221 269.75 0.24 0.24 -960 -5,367 274.75 0.24 0.24 -1,023 -5,513 279.75 0.24 0.23 -1,087 -5,659 284.75 0.23 0.23 -1,150 -5,806 289.75 0.23 0.23 -1,214 -5,952 294.75 0.23 0.23 -1,278 -6,100 299.75 0.22 0.22 -1,343 -6,247 304.75 0.22 0.22 -1,407 -6,395 309.75 0.22 0.22 -1,472 -6,543 314.75 0.22 0.22 -1,538 -6,691 319.75 0.22 0.21 -1,603 -6,840 324.75 0.21 0.21 -1,669 -6,988 329.75 0.21 0.21 -1,734 -7,137 334.75 0.21 0.21 -1,801 -7,287 339.75 0.21 0.21 -1,867 -7,436 344.75 0.21 0.20 -1,933 -7,586 349.75 0.20 0.20 -2,000 -7,736 354.75 0.20 0.20 -2,067 -7,886 359.75 0.20 0.20 -2,134 -8,037 364.75 0.20 0.20 -2,201 -8,187 369.75 0.20 0.20 -2,269 -8,338 374.75 0.19 019 -2,336 -8,489 379.75 0.19 019 -2,404 -8,640 384.75 0.19 019 -2,472 -8,792 389.75 0.19 019 -2,540 -8,943 394.75 0.19 019 -2,609 -9,095 399.75 0.19 019 -2,677 -9,247 404.75 0.19 018 -2,746 -9,399 409.75 0.18 018 -2,815 -9,552 414.75 0.18 018 -2,884 -9,704 419.75 0.18 018 -2,953 -9,857 424.75 0.18 018 -3,022 -10,010 429.75 0.18 018 -3,091 -10,163 434.75 0.18 018 -3,161 -10,316 439.75 0.18 0.17 -3,230 -10,469 444.75 0.17 0.17 -3,300 -10,623 449.75 0.17 0.17 -3,370 -10,776 454.75 0.17 0.17 -3,440 -10,930 459.75 0.17 0.17 -3,510 -11,084 464.75 0.17 0.17 -3,581 -11,238 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C revised 4/9/21 StormTech Sizing Calculations �= revisions for 4/9/21 addendum (Norton addition) Required Storage Volume 984 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber (see note 1) Number of chambers required 15 14.44 before rounding excess storage volume 3.7 °/o Number of chambers proposed 16 (as-built) excess storage volume 9.8 % equal to 96 ft3 excess storage volume Installed chamber footprint(per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,080 ft3 Notes: 1. Storage volume assumes 6"of stone above and between chambers,and 40%stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C Detention (10-yr storm) revised 4/9/21 MODIFIED RATIONAL METHOD Qp=C i A =revisions for 4/9/21 addendum(Norton addifion) POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 3.59 AC Qp(Basin Hl) = 1.48 cfs POST-DEv C- 0.51 POST-DEV Tc= 9.4 MIN D1.4 release rate = 1.48 cfs STORM INTENSITY= 2.14 IN/HR TIME STEP POST-DEV Qp= 3.91 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle ReL(cu ft.)Constant ReL(cu.ft.) Volume(cu.ft.) 1568.63 842.02 1,205 POND VOLUME CALCULATIONS: 1.2 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 8.93 2.21 4.04 1,351 842 18.33 1.38 2.53 1,552 809 27.73 1.06 1.94 1,569 558 37.13 0.87 1.60 1,497 202 ORIFICE CALCULATIONS 46.53 0.76 1.38 1,372 -219 MATCHING Qp= 1.48 cfs 55.93 0.67 1.23 1,2ll -684 Max.Depth= 3.50 ft 65.33 0.61 1.11 1,023 -1,183 74.73 0.55 1.02 814 -1,707 8413 0.51 0.94 589 -2,253 CIRCULAR ORIFICE(as-built): 93.53 0.48 0.88 350 -2,816 DIAMETER= 5.4375 inches 102.93 0.45 0.83 100 -3,393 Area= 0.16 ft� ll233 0.43 0.78 -160 -3,983 ORIFICE FLOW= 1.45 cfs 121.73 0.40 0.74 -428 -4,584 131.13 039 0.70 -703 -5,194 140.53 037 0.67 -985 -5,813 RECTANGULAR ORiFiCE: 149.93 035 0.65 -1,273 -6,440 LENGTH= 5.0000 inches 15933 034 0.62 -1,566 -7,074 WIDTH= 4.6875 inches 168.73 0.33 0.60 -1,864 -7,714 Area= 0.16 ft� 178.13 0.32 0.58 -2,166 -8,360 ORIFICE FLOW= 1.47 cfs 187.53 0.31 0.56 -2,471 -9,011 196.93 0.30 0.54 -2,781 -9,666 206.33 0.29 0.53 -3,094 -10,327 215.73 0.28 0.51 -3,410 -10,991 225.13 0.27 0.50 -3,728 -11,660 WEIR CALCULATIONS 234.53 0.26 0.48 -4,050 -12,332 Coefficient= 3.33 243.93 0.26 0.47 -4,374 -13,007 Width= 0.8125 inches 253.33 0.25 0.46 -4,700 -13,686 WEIR FLOW= 1.48 cfs 262.73 0.25 0.45 -5,028 -14,368 272.13 0.24 0.44 -5,359 -15,052 281.53 0.23 0.43 -5,691 -15,740 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 290.93 0.23 0.42 -6,025 -16,430 300.33 0.22 0.41 -6,361 -17,122 309.73 0.22 0.40 -6,699 -17,817 319.13 0.22 0.40 -7,038 -18,514 328.53 0.21 0.39 -7,379 -19,213 337.93 0.21 0.38 -7,721 -19,914 347.33 0.20 0.37 -8,064 -20,617 356.73 0.20 0.37 -8,409 -21,321 366.13 0.20 0.36 -8,755 -22,028 375.53 0.19 0.36 -9,102 -22,736 384.93 0.19 0.35 -9,451 -23,446 394.33 0.19 0.34 -9,800 -24,158 403.73 0.19 0.34 -10,151 -24,871 413.13 0.18 0.33 -10,502 -25,585 422.53 0.18 0.33 -10,855 -26,301 431.93 0.18 0.32 -11,208 -27,018 441.33 0.17 0.32 -11,562 -27,737 450.73 0.17 0.32 -11,918 -28,457 460.13 0.17 0.31 -12,274 -29,178 469.53 0.17 0.31 -12,631 -29,900 478.93 0.17 0.30 -12,988 -30,624 488.33 0.16 0.30 -13,347 -31,348 497.73 0.16 0.30 -13,706 -32,074 507.13 0.16 0.29 -14,066 -32,801 516.53 0.16 0.29 -14,426 -33,528 525.93 0.16 0.29 -14,788 -34,257 535.33 0.15 0.28 -15,150 -34,987 544.73 0.15 0.28 -15,512 -35,717 554.13 0.15 0.28 -15,875 -36,449 563.53 0.15 0.27 -16,239 -37,182 572.93 0.15 0.27 -16,603 -37,915 582.33 0.15 0.27 -16,968 -38,649 591.73 0.14 0.26 -17,334 -39,384 601.13 0.14 0.26 -17,700 -40,120 610.53 0.14 0.26 -18,066 -40,857 619.93 0.14 0.26 -18,433 -41,594 629.33 0.14 0.25 -18,801 -42,332 638.73 0.14 0.25 -19,169 -43,071 648.13 0.14 0.25 -19,538 -43,811 657.53 0.13 0.25 -19,907 -44,551 666.93 0.13 0.24 -20,276 -45,292 676.33 0.13 0.24 -20,646 -46,033 685.73 0.13 0.24 -21,016 -46,776 695.13 0.13 0.24 -21,387 -47,519 704.53 0.13 0.24 -21,758 -48,262 713.93 0.13 0.23 -22,130 -49,007 723.33 0.13 0.23 -22,502 -49,751 732.73 0.13 0.23 -22,874 -50,497 742.13 0.12 0.23 -23,247 -51,243 751.53 0.12 0.23 -23,620 -51,989 760.93 0.12 0.22 -23,993 -52,736 770.33 0.12 0.22 -24,367 -53,484 779.73 0.12 0.22 -24,741 -54,232 789.13 0.12 0.22 -25,116 -54,981 798.53 0.12 0.22 -25,491 -55,730 807.93 0.12 0.22 -25,866 -56,480 817.33 0.12 0.21 -26,241 -57,230 826.73 0.12 0.21 -26,617 -57,981 836.13 0.12 0.21 -26,993 -58,732 845.53 0.11 0.21 -27,370 -59,484 854.93 0.11 0.21 -27,746 -60,236 864.33 0.11 0.21 -28,123 -60,989 873.73 0.11 0.21 -28,501 -61,742 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C revised 4/9/21 StormTech Sizing Calculations �= revisions for 4/9/21 addendum (Norton addition) Required Storage Volume 1,205 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber (see note 1) Number of chambers required 18 17.69 before rounding excess storage volume 1.7 °/o Number of chambers proposed 18 (as-built) excess storage volume 1.7 % equal to 21 ft3 excess storage volume Installed chamber footprint(per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,226 ft3 Notes: 1. Storage volume assumes 6"of stone above and between chambers,and 40%stone porosity. (this page left blank intentionally) GUTTER FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Gutter Flow, Direct (Surface) Runoff Calculations revised 4-9-21 MODIFIED RATIONAL METHOD Qp=C i A Qp =25-yr peak runoff,cfs C =runoff coefficient i =0.78(Tc/60)-0 64 (Bozeman IDF curve) T� - time of concentration,minutes A =Area,acres �=revisions for 4/9/21 addendum (Norton addition) Sub-Basin Description Area' T� C Qp Vau�hn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 West of Westgate, south side 0.34 5.00 0.50 0.65 East of Westgate,north side 0.09 5.00 0.50 0.17 East of Westgate, south side 0.67 5.00 0.50 1.28 Westgate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 South of Herstal,east side 0.43 5.00 0.50 0.82 North of Herstal,west side3 1.51 5.00 0.50 2.89 North of Herstal,east side3 016 5.00 0.50 0.31 South of roundabout,west side park inlet3 119 5.00 0.50 2.28 South of roundabout,west curb inlet3 0.53 5.00 0.50 1.01 South of roundabout,east curb inlet3 0.78 5.00 0.50 1.49 South quadrant of roundabout3 1.54 5.00 0.50 2.95 Alle� Manhole at Leiden's NW dead end 1.30 5.00 0.50 2.49 Manhole at Leiden's NE dead end 127 5.00 0.50 2.43 Vahl,NW dead end 1.51 5.00 0.50 2.89 Laurel Parkwav South of Debour,double inlet,east side 1.95 5.00 0.51 3.81 Sta. 8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 Sta. 13+97.18,existing east inlet(low point) 1.70 5.00 0.35 2.28 Sta. 8+00 existing double inlet,west side 1.92 9.20 0.51 2.54 Sta. 13+97.18,existing west inlet(low point) 1.41 5.00 0.50 2.70 FOOTNOTES: 1 Areas and flow rates are far direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted far on the following page. 2 Typical section for alleys is an inverted crown with 2%slope toward the center. 3 These subbasins were defined in previous phases of construction;refer to previous drainage reports. The Lakes at Valley West, Phases 5 & 6 Gutter Spread Width Calculations revised 4-9-21 �=revisions for 4/9/21 addendum(Norton addition) 25- r.Peak Runoff(cfs) Gutter Sub-Basin Descri tion Direct� U stream� Total Inlet T e B ass S read(ft.) Vau�hn Drive West of Westgate,narth side 1.49 0.00 1.49 sag 0.00 532 West of Westgate,south side 0.65 0.00 0.65 sag 0.00 3.10 East of Westgate,narth side 0.17 0.00 0.17 sag 0.00 1.28 East of Westgate,south side 1.28 0.00 1.28 sag 0.00 4.84 West�ate Avenue South of Herstal,west side 0.80 0.00 0.80 on grade 0.08 4.14 South of Herstal,east side 0.82 0.00 0.82 on grade 0.09 4.19 North of Herstal,west side4 2.89 0.08 2.97 on grade 1.17 9.03 Narth of Herstal,east side4 031 0.09 0.40 on grade 0.02 4.04 South of roundabout,west side park inlet4 2.28 0.00 2.28 drop inlet 0.00 n/a South of roundabout,west curb inlet4 1.01 1.17 2.18 on grade 0.74 8.00 South of roundabout,east curb inlet4 1.49 0.02 1.51 on grade 0.41 6.93 South quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Allevs3 Manhole at Leiden's NW dead end 2.49 0.00 2.49 - 0.00 13.62 Manhole at Leiden's NE dead end 2.43 0.00 2.43 - 0.00 12.15 Vahl,NW dead end 2.89 0.00 2.89 - 0.00 13.67 Laurel Parkwav South of Debour,double inlet,east side 3.81 0.00 3.81 on grade 1.02 8.68 Sta. 8+00 existing double inlet,east side 2.13 1.02 3.15 on grade 0.63 9.37 Sta. 13+97.18,existing east inlet(low point) 2.28 0.63 2.91 sag 0.00 8.90 Sta. 8+00 existing double inlet,west side 2.54 0.00 2.54 on grade 0.44 8.63 Sta. 13+97.18,existing west inlet(low point) 2.70 0.44 3.14 sag 0.00 9.27 FOOTNOTES: 1 Direct runoff is from"Gutter Flow"calculations on the previous page,and does not include runofF from upstream inlets. 2 Upstream runoff is the bypass flow from contributing upstream inlets. 3 For alleys with inverted crown,minor submergence is acceptable. The maximum submergence at the wheels of a car straddling the inverted crown centerline would be less than 1.5 inches,which is considered acceptble for the short duration of peak runoff involved. 4 These subbasins were defined in previous phases of construction;refer to previous drainage reports. Revised for 4/9/21 Addendum Laurel gutter south of Debour, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.30 % Discharge 3.81 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveigntea pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.51 in Elevation Range 0.00 to 0.50 ft Flow Area 1.14 ftZ Wetted Perimeter 8.89 ft Hydraulic Radius 1.55 in Top Width 8.68 ft Normal Depth 3.51 in Critical Depth 0.35 ft Critical Slope 0.00469 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 8:12:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel gutter south of Debour, east side (25-yr) Results Velocity 3.33 ft/s Velocity Head 0.17 ft Specific Energy 0.46 ft Froude Number 1.62 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.51 in Critical Depth 0.35 ft Channel Slope 1.30 % Critical Slope 0.00469 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 8:12:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Revised for 4/9/21 Addendum Laurel south of Debour double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.81 ft'/s Slope 1.30 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 73.11 % Intercepted Flow 2.79 ft'/s Bypass Flow 1.02 ft'/s Spread 7.90 ft Depth 3.44 in Flow Area 0.97 ftz Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.92 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.39 Grate Flow Ratio 0.48 Equivalent Cross Slope 0.07217 ft/ft Active Grate Length 4.80 ft Length Factor 0.06 Total Interception Length 18.75 ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 7:46:25 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel Sta. 8+00 gutter, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 3.15 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveigntea pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.75 in Elevation Range 0.00 to 0.50 ft Flow Area 1.33 ftZ Wetted Perimeter 9.59 ft Hydraulic Radius 1.66 in Top Width 9.37 ft Normal Depth 3.75 in Critical Depth 0.32 ft Critical Slope 0.00481 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 8:13:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel Sta. 8+00 gutter, east side (25-yr) Results Velocity 2.37 ft/s Velocity Head 0.09 ft Specific Energy 0.40 ft Froude Number 1.11 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.75 in Critical Depth 0.32 ft Channel Slope 0.60 % Critical Slope 0.00481 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 8:13:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Revised for 4/9/21 Addendum Laurel Sta. 8+00 double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.15 ft'/s Slope 0.60 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 79.93 % Intercepted Flow 2.52 ft'/s Bypass Flow 0.63 ft'/s Spread 8.54 ft Depth 3.67 in Flow Area 1.13 ftz Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.79 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.54 Grate Flow Ratio 0.44 Equivalent Cross Slope 0.06939 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 14.05 ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 7:47:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel Sta. 13+97.18 (at Durston), east side (25-yr) Project Description Solve For Spread Input Data Discharge 2.91 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 8.90 ft Depth 3.79 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open GrateArea �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/7/2021 7:48:27 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 Revised for 4/9/21 Addendum Laurel Sta. 8+00 gutter, west side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.54 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions � � � � Start Station Ending Station Roughness Coefficient (0+00.33,0.45) (0+16.00,0.50) 0.013 Options c;urrent Kougnness vveigntea pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.49 in Elevation Range 0.00 to 0.50 ft Flow Area 1.13 ftZ Wetted Perimeter 8.83 ft Hydraulic Radius 1.54 in Top Width 8.63 ft Normal Depth 3.49 in Critical Depth 0.30 ft Critical Slope 0.00494 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/9/2021 7:55:53 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel Sta. 8+00 gutter, west side (25-yr) Results Velocity 2.25 ft/s Velocity Head 0.08 ft Specific Energy 0.37 ft Froude Number 1.09 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.49 in Critical Depth 0.30 ft Channel Slope 0.60 % Critical Slope 0.00494 ft/ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/9/2021 7:55:53 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 2 of 2 Revised for 4/9/21 Addendum Laurel Sta. 8+00 double inlet, west side (25-yr) Project Description Solve For Efficiency Input Data Discharge 2.54 ft'/s Slope 0.60 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 82.80 % Intercepted Flow 2.10 ft'/s Bypass Flow 0.44 ft'/s Spread 7.84 ft Depth 3.41 in Flow Area 0.96 ftz Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.65 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.56 Grate Flow Ratio 0.48 Equivalent Cross Slope 0.07245 ft/ft Active Grate Length 4.80 ft Length Factor 0.10 Total Interception Length 12.51 ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/9/2021 7:57:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 2 Revised for 4/9/21 Addendum Laurel Sta. 13+97.18 (at Durston ), west side (25-yr) Project Description Solve For Spread Input Data Discharge 3.14 ft'/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30°Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.27 ft Depth 3.92 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open GrateArea �.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SoH6idle�bfdavMaster V8i(SELECTseries 1) [08.11.01.03] 4/9/2021 8:01:59 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1- Page 1 of 1 (this page left blank intentionally) PIPE FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West,Phases 5&6 Pipe Flow Calculations revised 4-9-21 MODIFIED RATIONAL METHOD Q�=C i A Q� =25-yr peak runoff,cfs C =runoff coefficient i =0.78(Tc/60)-0�64 (Bozeman IDF curve) T� = time of concentration,minutes A =Area,acres �=revisions for 4/9/21 addendum(Norton addition) Sub-Basin Description Area� T� C Qa��c� Qmr i Q��c� Q ' P�Pe Dia.b Notes Qbypass pipe VauQhn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 1.49 1.49 0.00 1.49 12" West of Westgate,south side 034 5.00 0.50 0.65 0.65 0.65 0.00 2.14 12" East of Westgate,north side 0.09 5.00 0.50 0.17 0.17 0.17 0.00 0.17 12" East of Westgate,south side 0.67 5.00 0.50 1.28 1.28 1.28 0.00 1.45 12" Vaughn/Westgate manhole 3.60 15" Westeate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 0.80 0.72 0.08 0.72 12" South of Herstal,east side 0.43 5.00 0.50 0.82 0.82 0.73 0.09 5.05 15" North of Herstal,west side� 1.51 5.00 0.50 2.89 2.97 1.80 1.17 1.80 12" North of Herstal,east side� 0.16 5.00 0.50 031 0.40 038 0.02 2.17 18" as-built10 South of roundabout,west side park inlet� 1.19 5.00 0.50 2.28 2.28 2.28 0.00 2.28 12" as-built10 South of roundabout,west curb inlet� 0.53 5.00 0.50 1.01 2.18 1.44 0.74 3.72 15" as-built10 South of roundabout,east curb inlet� 0.78 5.00 0.50 1.49 1.51 1.10 0.41 7.00 24" as-built10 South quadrant of roundabout� 1.54 5.00 0.50 2.95 3.69 3.69 0.00 4.43 15" as-built10 Manhole at roundabout� 11.42 24" as-built10 Allevs' Manhole at Leiden's NW dead end 130 5.00 0.50 2.49 2.49 2.49 0.00 7.54 18" Vahl,NW dead end 1.51 5.00 0.50 2.89 2.89 2.89 0.00 2.89 12" Manhole between Vahl&Leiden 0.71 5.00 0.50 136 136 136 0.00 4.25 15" Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 2.43 2.43 0.00 6.68 18" Manhole 55'north of Leiden's NW dead end 0.17 5.00 0.50 033 033 033 0.00 1135 24" South inlet pipe to Detention D13D� 7.69 7.50 0.50 11.35 11.35 24" Laurel Parkwav South of Debour,double inlet,east side 1,95 5.00 0,51 3.81 3,81 2J9 1,02 2J9 12" Sta.8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 3.15 2.52 0.63 3.54 12" as-built10 Sta.13+97.18,65'east(drop inlet) 2.00 5.00 035 2.68 2.68 2.68 0.00 2.68 12" as-built10 Sta. 13+97.18,existing east inlet(low point) 1.70 5.00 0.35 228 5.58 5.58 0.00 5.58 18" as-built10 Sta.8+00 double inlet,west side 1,92 9.20 0,51 2.54 2,54 2.10 0,44 5.64 12" as-built10 Detention D1.4C discharge pipe� 3.59 9.40 0.51 4.68 4.68 15" as-built10 Sta.13+97.18,existing west inlet(low point) 1.41 5.00 0.50 2.70 3,14 3.14 0.00 9.16 18" as-built10 FOOTNOTES: 1 Contributing drainage area 2 Qa1feC1 is direct surface runoff to the inlet,and does not include bypass flows from upstream inlets. 3 Qr„„i is total peak surface runoff to the inlet(direct runoff plus bypass flows from upstream inlets). 4 Q;,,�is surface runoff intercepted by the inlet. 5 Qp;p�is total flow to outlet pipe(total pipe flow from upstream inlets plus surface runoff intercepted at the inlet). 6 Calculations are attached where"Pipe Dia."column usesbold text Other pipe sizes are evident based on flow rates. 7 These subbasins were dehned in previous phases of construction;refer to previous drainage reports. 8 QP;P�for alleys is the total runoff to the nearest downstream drop inlet or manhole. 9 Equa]to values in the Peak Runof'f and Detention calculations. 10 Pipes were sized and installed during previous phases of construction. Revised for 4/9/21 Addendum Culvert Calculator Report Laurel Sta. 8+00 east side, 12" pipe to west side (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 4.17 Computed Headwater Elev< 54.27 ft Discharge 3.54 cfs Inlet Control HW Elev. 53.31 ft Tailwater Elevation 53.31 ft Outlet Control HW Elev. 54.27 ft Control Type Outlet Control Grades Upstream Invert 50.10 ft Downstream Invert 49.52 ft Length 58.00 ft Constructed Slope 1.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 3.79 ft Slope Type N/A Normal Depth 0.75 ft Flow Regime N/A Critical Depth 0.80 ft Velocity Downstream 4.51 ft/s Critical Slope 0.8729 % Section Section Shape Circular Mannings Coefficient 0.012 Secficmnr��i�HDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 54.27 ft Upstream Velocity Head 0.32 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 53.31 ft Flow Control N/A Inlet Type Square edge w/headwall Area Full 0.8 ft� K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\...\3-31-21 (norton addition)\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 04/07/21 07:52:31 Pf�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1- Page 1 of 1 Revised for 4/9/21 Addendum Culvert Calculator Report Laurel Sta. 8+00 west side, 12" pipe to detention (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 3.82 Computed Headwater Elev< 53.34 ft Discharge 5.64 cfs Inlet Control HW Elev. 52.23 ft Tailwater Elevation 51.80 ft Outlet Control HW Elev. 53.34 ft Control Type Outlet Control Grades Upstream Invert 49.52 ft Downstream Invert 49.20 ft Length 16.00 ft Constructed Slope 2.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 2.60 ft Slope Type N/A Normal Depth 0.85 ft Flow Regime N/A Critical Depth 0.94 ft Velocity Downstream 7.18 ft/s Critical Slope 1.8466 % Section Section Shape Circular Mannings Coefficient 0.012 Secficmnr��i�HDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 53.34 ft Upstream Velocity Head 0.80 ft Ke 0.50 Entrance Loss 0.40 ft Inlet Control Properties Inlet Control HW Elev. 52.23 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft� K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\...\pipes(rev 4-7-21).cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 04/09/21 08:26:29 Af�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1- Page 1 of 1 (this page left blank intentionally) DRAINAGE MAPS (this page left blank intentionally) EXISTING DETENTION EXISTING EXISTING STOR4GE D12 �EXISTING 2-36y"x 22z"ARCP DETENTION STORM�RAIN �EXISTING 88"x 44"ARCP CUWERT STORAGEDI.4 EXISTING DCRSTON ROAD �36"CMP --'__' --.-- _-'--'--'--'--.--'--'--.-_'-- -.-_'--'--.--'--" . r/ r '-I � - — \__'-�\ � � / � ' I - �\ � �' /. —�� —�� .� � � / / / � I � � -- V � A V � ' � / I ; � � . �� i �EXISTING — -- � -- %-- ` _' �r �� f 1'—.`� ��ERT LEGEND L � EXTENSION �� I � � /� /�� \ kk , � �I � I i �STING I � i / �� o � k7`�5 �I I ✓ _— - _ __ _ / ___ --- ——-- --- - SUB-BASIN BOUNDARY I ' /i.�� ' j , - ___ � i , � _ � � �DETENT�I 10 . __ _ �_ ------� �/ � / �i BA3W 2. � �2.2 � i —�— -- / � i D12A / � D1.4B I !'� -�--•--•--•-- PHASEBOUNDARY D1.4 A D2� �; I � 1.62 I � ( � I � �26 ' �� POST-DEVELOPMENT � ��, 5.52 � �� G � � j, �� SUB-BASIN DESIGNATION � � ,_--- --� .. % � I / 3.94 / ^o, I � _ --- - I � � I oJ/: j X.X �I � / a�as� � `'� � � - _ � � � I / ' , I D1.1A � I �� — � � � � � ,�}� � � �' - ' / � w � ' 1 � / i � xx.xx � � �� \ Fsr,,o A . � � �� I . �.��,_,.. � R�ANQ `� � -� SUB-BASIN AREA � � v `\ -- � , �RJ V - -/ � 0.82 � � � �� F oso o.ao � �� 08 � _ � � o.so _ � _ I I �, � � \ �:_ �� ,� Y; � � � � / / I � � � � DITCH OR SWALE � �� .i .-_� �' � � - � � � � � � � ��, �. � �0 � , � � � � • � � .._._..� ��5 - 'V � , /. / J �. , . � � ' �� „/� / ' � � � I � � �� I� - 4><8 '� � I'�. EXISTI 12"PVC , ' /_= �\ � WES LAKE OUT T, �� I � / / I I � i ' ��- �� /I ' I i/,/I '_. . i ,�� \ i ; \-- \\ \ \ \ � I ; � �,� �/ 'I � / � � ., ��"� ... � � � .., s �_ \ _._ . _. _.� .--� -�- - =�_ .-�_� _._ -�=� t -- �--� �--� �--� --� - --�-- --�- -�- �,,� V I C I N I TY MAP � �, o � , � �� / �� 'C ,� � �sT�N� TE _ i � i � AST AKE ,_ � �� —�—�� =� � ` ` D1.3,q sroR E,.ac � �� SCALE: 1'-1000 � � � � � � �� EAST LAK�OUT ET � � � � I 4 � �Y� �� 10.98 � � I � � � i \ _ � / ,..y,.�- I w��` S AK � � � � � �� < I a � D1.36 � � `�� 1 � �I I � 3 \— �`I � � j ¢ � Q \\ I a 3,\` PROP ED DET TION � I 64.30 � � o �� D1.1C �� \ roRnc i.so I ¢ I i "� � � a � � _ a D1.2B , — . I i / � i � � ��,i 1 . `�m . �� I , �- / e, -_— 1.24 - � - ' , - � I� � 3.51 , � � � � — � I . PRO OBED DET TION � �'� � .^�I � � � - �' ` . � a�50 V � -- I $TORA ED1.3C �_ �r.4'� o ..._. . -- ___ .• _ _ - i � � � V � - � . � c7 T T r.'-�-- �� ;- �� zso _.L._. �. �• � p� I� a5e�_ _95�. -�-�•-- -- UURSTONROAD �� _� �� HPRSCA�AV � �� I _ � _ __ - _ , o � gp i T-'__ _�'_-'__' I . � ` I / �_. i _.._.._ , � � VAHLWAY � DeBOURLANE � � - - - ' \ O � �� D 1.'LC � i � LE1DeN LANE � I _ _ � I - I I o�t / o � � D1.3D � ` I � 'Y - � MnrcN�wE o I 1.14 ` ` _ 3 I II d � I z � I �� ` 4� 7.89 � D1.4C � I Q � 9f� o � /, p ; j � � � � 4786AT �� °� � . ; x ��- 3.3e � D1.3C � ,� �� I I �' ; � 1.81 I I -- �___ � I I vnucnN��iivE - -� _ � - --• � - - � � � asz� N — — — — ^'rs' — _ — - — �-_•--•--•_-'--'-- --•- - -- � _ �— _ �-�--�--�- -�-�-= _�, � � - — - -�--�--�--�- . . — _ — — — — - -�--�--�--�--�--�-----�--._ � ' - -��--'--'--'--'--'- -- r- �- D1.1B D1 3B . � � � � i�L!.�_=__._�_. _.�_.- r-- ~ `_ �- � . , _ _ '. � I 6�_93 SOUTH SITE BOUNDARY 114"� y �EXISTING � �EXISTING DRAINAGE I-'� CUTOFFDITCH �� i�l / ` HORIZ.SCALE - `' 4"`� � D1.1B 100 50 0 100 200 HUFFINELA\E � 114.16 1 � IN FEET MATCH LINE � � �� M o rri so n DRAWN BY: DS THE LAKES AT VALLEY WEST PROJECTNO. DSGN.BY: MGH gOZEMAN PHASES 5 AND 6 MONTANA sssz.00s � M a i e rl e APPR BY JRN FIGURE NUMBER DATE: 12/2017 engineers surveyors planners scientists POST-DEVELOPEMENT DRAINAGE MAP I'/'� COPYRIGHTEiMORRISON-MAIERLE,INC..2018 FIG• L.� N:\5352\009WCAD\Exhibits\PH 5 Post-Development.dwg Plotted by cooper krause on Mayl24I2018 (this page left blank intentionally) � I I � � LAUREL PARKKWAY � PR P T N I 0 OSED RETEN ION PO D # � 4:1 SIDE SLOPES - � � REQ. VOL. = 6,679 CF IPRO. VOL. = 6,695 CF I I II I DA# 21 C MPOSITE ROWI i 5,937 SF� � � � DA# 22 I CO SITE ROW THE LAKES AT VALLEY WEST s,2so sF - , � NORTON EAST RANCH SUBDIVISION, PHASE 5 .�i i �� , �. .� �. .� .� .� �, �. �. .� �. .� I � � OT ' � 851 � � �� .� �. �. �A# �L3 .� �f .� .� �. .� � i - � �' �S .� � ��'`� .� �. � � I � - � �� 132,730 SF� ��/� " �� ' � I � � � � � � � � \ � � � � � � �, � � � � � � . - .v .� v� � W � � � � � � �q �i og.� .� .� � i � � � � ' COM�OSIT RO�IV � � I � � � �,43� SF� � ; �I y W y � � y � �� /;� � � � � � � � � // �- w � I �4 I — `�' �Y / � `1' `�' I I �,/ I � �Y . . y, , � .�, � . � W � � � - W � � � � W � I I / \ � �y � � � � � � � I � ` ,/,�� . � '� FL OUT �LE :478., (96;;X� „> � / �� TBC 4786 24 � �,��, � �, ST�INLEZ-MH� COMBO �5V�(�6�) � � � � i -N- �� , �, �,FL I�V (W�:478�,2.72�,(15� i� �� FL OUT (�VE):4782.72 (15")� i I � � W � � �BC: 4786 24 � .� � � � .� pA� 9 .� .� I I I y � � �� S � � � ! .� .� .� �8,2�7 S� � � j ti � � �/ � � � � � � � � I i I � 0 30 60 �, �, �y �, �, �, �, � � � �� SCALE IN FEET � � ' '�' � �� M o r r i s o n � z$8o recnna�o9y B�vd west DRAWN BY CJF THE LAKES AT VALLEY WEST PROJECT NO. Bozeman,MT 59718 DSGN.BY: MGH PHASES 5 AND 6 5352.009 � M a i e r I e 4osss�o�zi BOZEMAN MONTANA � APPR.BY: MGH FIGURE NUMBER � www.m-m.net DATE: 04/2021 LAUREL PARKWAY-ADDITIONS TO SUB-BASINS T engineers surveyors planners scientists cocvaicHr:,;MORaisor�-Mniea�e,we.,soxi D1.3CANDD1.4C �jrJ.3 N:\5352\009V1CAD\Exhibits\DRAINAGE-POST DEVELOPMENT OFFSITE.dwg Plotted by cody fadey on Apr/8/2021 (this page left blank intentionally)