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HomeMy WebLinkAboutOV120616M* M412W 7*Z .777W $ +Qn- • '..�> I'�,,,p,+r. - aka •N2t ,� • d' �` ek 3 ' S+.-� i_ i �, a �,.-�'XP � 'E - `n. � as t it �'"a ,j,.•.� � my Jam * � .. 4 y ¢ L� d� F�r .(�3 r9 V���i�l � { •! 3. ,.Nib'``# gg R irY �' a.. � Nif r a 3 �1or .c - 3w ✓� , p e "i rtipPa` zp� Sj h DPP s , RR.� si.s :: r� :a ,. cr � as •- •. �t' - ._ •ma _ ql �� a 44.�.a Rye 4 .�• { .R # �'91" I* �F - - � ,, � '' 74'+' , ,� ' � ! � _ ��` � '� ,. P 4 . �� r..,'1q ,;r Y* °-.In a'_ �_,t , ya � � �� � r `,�1 � A.e y4 dI r ;t�.'� _� ,..a, s t + s a — t } h { +4 a 17 d mliwr IV ra Y rie j Tj r t c' y w �7� �� � � •� as a y AV �. . SI s� AR, r + i 'R August 10, 2006 Mr. Craig Civalier, P.E. TOWN OF ORO VALLEY — ENGINEERING DEPARTMENT 11000 North La Canada Drive Oro Valley, Arizona 85737 SUBJECT: NWC OF LA CANADA & NARANJA — GRADING EXCEPTION REQUEST REC JN 3229-B Dear Mr. Civalier: This letter is being submitted to support our request for the grading exception for the proposed commercial project located at the northwest corner of La Canada Drive and Naranja Drive. It outlines our reasoning and justifications for requesting an exception to Section 27.9E of the Town of Oro Valley Zoning Code. The grading exception will allow the proposed development to have: • Depths of fill to exceed 6 feet and reach 15 feet; and • Depths of cut to exceed 6 feet and reach 8 feet. The existing site is a pit compare to the elevation of the surrounding area. Majority of the site area is several feet below the existing grade of the adjacent streets and the lowest point is at sixteen feet (16') below the existing grade at the intersection of La Canada Drive and Naranja Drive. As shown on the Grading Exception Exhibit, the proposed Building 1 is located on a fill area has a maximum fill depth of fourteen feet (14'). Building 2 is located on fifteen feet (15') fill area and the remainder ofthe site area has the proposed fill depth varies and less than ten feet (10'). The site is bounded on the north and west by an existing drainage channel with grouted riprap bank protection. The 100-year runoff in the channel at the southwest comer of the site is 709 cfs. This runoff will be conveyed under Naranja Drive by an oversized 12'x16' tunnel which also accommodates a 12' wide multi use path benched 4' above the tunnel bottom. Preliminary hydrology studies show that there will be no backup water at the inlet of the tunnel. It suggests that the finished floor elevation should be set above the freeboard limit of the channel at the northeast comer of the site. This exception request addresses the five criteria listed on Section 22.10.E.1.b of the Town of Oro Valley Zoning Code. Mr. Craig Civalier, P.E. August, 10, 2006 Page 2 of 8 1. THE EXCEPTION MEET$ THE INTENT AND PURPOSES OF THIS CODE: The intent of the proposed grading is to bring the site elevation to the same level with the surrounding area. The proposed development can be achieved in compliance with the purposes of the Grading Ordinance regulating the development of potentially hazardous terrain and preserving, where possible, the natural contours, the native vegetation, and the visual character of the site in harmony with the surrounding terrain and existing development, while maintaining property rights and values of adjacent parcels. There will be no exposed cut or fill slopes as the result of the proposed development. The existing channel bank protection will be extended and stabilized to reduce the erosion effects of storm water runoff. The disturbance limits of this development will be restricted to the maximum amount necessary to implement the planned development and ensuring to provide dust control measures during grading and development of the site. 2. GRANTING THE EXCEPTION CONSTITUTES THE MINIMUM TO ALLOW THE PROPOSED IMPROVEMENTS: Filling the existing site to the elevation as proposed in the Grading Exception Exhibit is the best configuration solution in designing this project to accommodate the proposed development. The use of 2:1 slope with grouted riprap in combine with 3:1 along the north and west edge of the site will allow the extension to the existing bank protection and place the building pad above the 100- year water surface elevation in the channel with the desire freeboard. In addition, with the proposed finished floor elevations at only a few feet below the existing elevation of the adjacent roadways, this will help reduce the slope at the driveway entrance and increase the visibility of the proposed development. As shown on the Grading Exception Exhibit, under the existing natural conditions the site does not drain. There are two low areas onsite, one at elevation 2699 and the other at elevation 2698 while the bottom of the surrounding drainage channel varies from elevation 2700 to 2706. Site visit photos show that water pond in these two low areas after a storm. 3. THE CONDITIONS ON THE PROPERTY ARE UNIQUE SUCH THAT STRICT ADHERENCE TO THIS ORDINANCE WOULD CAUSE AN UNNECESSARY HARDSHIP WHICH SUBSTANTIALLY LIMITS THE PRESERVATION AND ENJOYMENT OF PROPERTY RJGHTS: In designing this project every effort was made to work within the context of the existing grade to the center (2700) and adjacent paving elevations to the four corners (2714). However, this was difficult to achieve drainage propose. The existing grade onsite varies 22 feet in elevation between contours 2698 to 2720. Due to the small geometry, the proposed grades can only vary a few feet to minimize cross slope and meeting ADA requirements. Mr. Craig Civalier, P.E. August, 10, 2006 Page 3 of 8 Stay within the allowable limit of fill (6') will place the finished floor elevation of the proposed building at the same level with the bottom of the drainage channel. This also results in the 15 feet cut and a high longitudinal slope at the drive entrances. Maintaining ADA access to the buildings from the perimeter streets will be almost unfeasible. 4. THE EXCEPTION IMPOSES CONDITIONS SO AS NOT TO CONSTITUTE A GRANTING OF SPECIAL PRIVILEGE: This exception request is in harmony with the intent and purpose of the Grading Ordinance which to achieve the development of the site within the grading limits with severe terrain such as this project's, in such manner so as to facilitate the development without creating a potentially hazardous condition. Granting the exception will allow the fill to the site and remove existing hazardous conditions on south bound La Canada Drive as it will widening the shoulder and recovery areas. This will also help reduce the cost in associated with fill for the improvement of La Canada Drive which will benefit the public. 5. THE EXCEPTION WILL NOT BE MATERIALLY DETRIMENTAL TO PERSONS RESIDING IN THE VICINITY, TO ADJACENT PROPERTY, TO THE NEIGHBORHOOD OR THE PUBLIC WELFARE IN GENERAL: Granting this exception will allow the construction of the proposed development in such a manner to minimize impacts to the adjacent private properties, minimizing the area of disturbance to the land and visual impacts to adjacent neighbors. Extensive landscape plantings and slope treatments along the property boundaries will further soften the interface between this project and that of the adjacent properties. Granting this exception will help improve the view of the surrounding area as the site will be converted from a pit with ponding water and mosquito nest into a small, well designed commercial center. The proposed development will also help blocking and reducing the noise from the intersection Below you will find the names and address of the affected property owners within 300 feet of the property: MUSICK CHARLES E & DIANE M TR 11310 N PALMETTO DUNES AVE TUCSON AZ 85737-0000 CANADA HILLS VILLAGE 15 LOT 0026 Mr. Craig Civalier, P.E. August, 10, 2006 Page 4 of 8 DEFFENBAUGH HARRY O & JOYCE J TR MANZO MATTHEW E ALDEN STEPHEN M & KELLY S CP/RS LAWSON MICHAEL B SR & JENNIE R JT/RS SANCHEZ SAMUEL J & JENNIFER L CP/RS DOYLE GARY R CANADA HILLS VILLAGE 15 HOMEOWNERS COMMUNITY ASSN ATTN: HAVEN COMMUNITY MGMT PO BOX 36655 TUCSON AZ 85740-6655 CANADA HILLS VILLAGE 15 COMMON AREA 15B KEYS ROBERT L & LESLIE A Mr. Craig Civalier, P.E. August, 10, 2006 Page 5 of 8 DAHL LIVING TRUST ATTN: HENRY L JR & GAYLE B DAHL TR SOUDER KENNETH RANDALL & KAREN DAWN CP/RS VERHAAL JEFFREY L & MARSHA H CP/RS KIRKEY MELSON T & HELEN E JT/RS KING EDGAR L & JANE ETTA CP/RS LOVIN JEFFREY C & WENDY M JT/RS SCHEVIS RICHARD F & EILEEN F JT/RS FERN JACK H & THERESA M JT/RS Mr. Craig Civalier, P.E. August, 10, 2006 Page 6 of 8 HUBKA ARLIN D & LORETTA JT/RS BANDEMER MARJORIE J FAMILY TR CHH TUCSON PARTNERSHIP LP CNL HOSPITALITY CORP ATTN: E PROPERTY TAX DEPT # 309 PO BOX 4900 SCOTTSDALE AZ 85261-4900 CANADA HILLS GOLF COURSE LOT 0006 CREEGER SCOTT L & WANDA F CP/RS SWENSEN VICKI D & DAVID E JT/RS KNAPP CARL E & SHIRLEY A JT/RS SHEAFE CHRISTOPHER H & SHARON K JT/RS LA CANADA RETAIL LLC 11125 N LA CANADA DR #201 ORO VALLEY AZ 85737-0000 PTN S332.94' N407.94' W288.17' E363.17' NE4 NE4 1.99 AC SEC 10-12-13 Mr. Craig Civalier, P.E. August, 10, 2006 Page 7 of 8 TOWN OF ORO VALLEY S558.88' OF N633.88' OF E560' OF W635' OF NW4 7.17 AC SEC 11-12-13 (FORMERLY 224-26-002S) MARQUEZ LAURIE GIFFORD WAYNE G & YOLANDA R. JT/RS MILLER DENNIS L & SADOWSKI HANNELORE JT/RS (10290/456 & 457) THOMAS JAMES D & MONZELLA M JT/RS PEARCY DANIEL E & RAKSANAVES MITTIDA WARD RICHARD P & DEBRA L CP/RS LITTLE RUSSELL D & DIANA M CP/RS Mr. Craig Civalier, P.E. August, 10, 2006 Page 8 of 8 KANE DAVID B & BARBARA L CP/RS WISE JOHN D & JENNIE A JT/RS COPPER CREEK ASSN ATTN: RINCON REALTY 6919 E BROADWAY TUCSON AZ $5710-0000 COPPER CREEK 1 BLOCK I COMMON AREA A DRAINAGEWAY If you have any questions or require additional information, please do not hesitate to call our office. Sincerely, RICK ENGINEERING COMPANY, INC. Tri Miller, P.E. Project Engineer THM:cW HA3229\Grading Exemption\3229 TOv Grading_Exception ltrdoc TM ENGINEERING COMPANY 00 1 9 to October 12, 2006 Mr. Paul Keesler, P.E. TOWN OF ORO VALLEY DEPARTMENT OF PUBLIC WORKS 11000 North La Canada Drive Oro Valley, Arizona 85737 SUBJECT: DRAINAGE STATEMENT FOR LA CANADA DRIVE & LA NARANJA DRIVE GRADING EXCEPTION REQUEST REC JN 3229-B Dear Mr. Keesler: Please accept this letter as a drainage statement in support of the grading exception request for the above referenced project. The objective of this statement is to help establish minimum pad elevations with respect to base flood elevations associated to existing regulatory floodplains along the north and west property boundaries. The hydrologic information for the regulatory flows was obtained from a previous study performed by Cella, Bar and Associates dated July, 1989 for the upstream/adjacent subdivision. Appendix A includes a copy of said reference material. As per said previous study, the flows associated to the ' floodplains are Q 100=709 cfs at the west channel and Q 100= 291 cfs, at the northerly channel. 1 A detailed hydraulic analysis is being provided for the existing conditions of the channels and it's ' associated roadway crossing structure at the southerly property line. Figure 1 in Appendix C depicts the cross section locations and model results. The following table summarizes the hydraulic section ' parameters of the upstream base floods impacting the proposed buildings. The hydraulic models are included within Appendix B. M 1745 East River Road, Suite 101 • Tucson, Arizona 85718-7633 • (520) 795-1000 • FAX: (520) 322-6956 • rickengineering.com TUCSON PHOENIX SAN DIEGO RIVERSIDE ORANGE SACRAMENTO HYDRAULIC CROSS SECTION SUMMARY Channel : `: .Q100 . ! ° WSELlYIiWmum FFE Section [cfs] JAI [ft] 3 709 2707.8 2709 5 : 291 12709.4 12711 If you have any questions or require additional information, please do not hesitate to call myself, or Alberto Navarro from our office. Sincerely, RICK ENGINEERING COMPANY, INC. Paul J. Iezzi President APPENDIX A Reference Documents CELLA BARR ASSOCIATES DRAINAGE REPORT FOR CANADA HILLS VILLAGE 15 July 6, 1989 CBA File No. 05121-06-72 BAT00141.72R CELLA BARR ASSOCIATES 2075 North Sixth Avenue Tucson, Arizona 85705 Report Prepared Under Supervision of: Douglas C. Rosecrans Report Preparation Assisted By: Bori A. Touray COPYRIGHT 1989 CELLA BARR ASSOCIATES TABLE OF CONTENTS INTRODUCTION................................................ SITE DESCRIPTION ............................................ HISTORIC DATA .. ........................................... OBJECTIVES .................................................. PROCEDURE ................................................... EXISTING CONDITIONS ......................................... 1. Offsite Flows..... . ........................ .. 2. Flows Leaving the Site............................. PROPOSED DRAINAGE CONCEPT ................................... 1. Flows Into the Site .............................. 2. Flows Leaving the Site... ...................... 3. Encroachment and Erosion Setback ................... 4. All -Weather Access ............................... 5. Detention ......................................... CONCLUSION AND RECOMMENDATIONS .............................. REFERENCES .................................................. LIST OF FIGURES Figure 1 Existing Conditions Figure 2 Offsite Discharges Figure 3 Developed Conditions Paqe 1 2 3 4 5 6 6 6 8 8 8 9 9 9 11 12 EXISTING CONDITIONS 1. Offsite Flows Three channels enter the site along the north property line. They are labeled 12E, 13E and 25H respectively (see Figure 2). The corresponding discharges for these channels are 2,596 cfs, 88.1 cfs and 18.4 cfs, respectively. Channels 12E and 13E enter the property at the northwest corner. They join before leaving the site at a location 500 feet south of the entry point at the north property line. Channel 25H flows into the site at the northeast corner of the property and continues southward approximately parallel to the east property line. There are three major concentration points along the east property line. These flows all come from the Copper Creek subdivision to the east. They are labeled 26H, 28H and 29H (see Figure 1). The discharges are 203 cfs, 216 cfs and 75 cfs., respectively. A minor concentration point just north of Foxfire Street, 27H, carries 20 cfs across La Canada Drive into the site. The 203 cfs concentrating at 26H drains into the site through two 36-inch CMP culverts under La Canada Drive. Flows.at concentration points 28H and 29H are combined at 29H and drain under the roadway into the site through a three -barrel 48-inch CMP culvert. All the tributaries to Wash H join and leave the site at the southeast corner of the property. 2. Flows Leaving the Site Flows leave the site along the west and south property boundaries. Flows concentrating along the west property boundary are labeled 12E, 14E and 15H (see Figure 3). Flow at Concentration Point 12E enters the property at the northwest corner of the property and drains along the west property boundary for approximately 500 feet, then westward out of the property. The 100-year discharge for this runoff was estimated by WLB to be approximately 2,596 cfs (Reference 5). Channels 14E, 15H and 16H originate within the site and exit the property along the southern half of the west boundary and the western half of the south property line. The discharges are 26.8 cfs, 22.4 cfs and 11.4 cfs, respectively. As discussed under the heading "Offsite Flows", Channels 25H, 26H, 27H, 28H and 29H.combine onsite and leave the property along the south boundary at 17H. - 7 - PROPOSED DRAINAGE CONCEPT 1. Flows into the Site The proposed drainage concept will accept all offsite flows into the site without obstruction. At Concentration Point 13E, the flow, 88.1 cfs, will be intercepted by a collector channel and carried westward into Wash E (Figure 4, cross-section I). The flow from Concentration Point 25H, 22.1 cfs, will drain under the onsite street in a two -barrel 24-inch CMP culvert. The flow is then conveyed in a swale along Lot l east property boundary into Fairway 4. Discharges from 26H and 27H flow directly into Fairway 4 and will not be impacted by this development. SMITIP and '._ :`cfs combined, will be collected in a channel and conveyed to Wash H (Figure 4, cross-section B). 2. Flows Leaving the Site Onsite development within the watershed of Wash E is small compared to the size of the whole watershed and the discharge does not increase at Concentration Point 12E. Encroachment into the channel is discussed below. At Concentration Point 14E, the discharge from the watershed will _ ' increase from 26.8 cfs to 32.1 cfs. To avoid increasing the flow leaving the site, the increase will be carried south in the street into Onsite 1 I (see Table 3). __J Flows -leaving the site at 15H will be reduced by 2.3 cfs while 16H will be increased by 1.2 cfs. In our opinion, this increase is minimal and will have no negative impact on the area. At concentration Point , ;the flow leaving the site will be reduced by s. This reduction was achieved by providing onsite detention in Onsite 5 (see Table 3). DESIGN NOTES AND COMPUTATIONS SUBJECT: JOB NO.: 1Rot� 3: \�n�PAkISO►J 0� �xrsTr►JG AND AEVELoPgb bxci44kGF-t' %EAVI)QG THE SITE, cP 126 14- E 1514 17K TO-rgL PREPARED BY: �XrsTluca �EV��p PAD kl-n la �- KS. 2591P 2596 Z0. 8 2(,. g s.6, �{s to �e dwetfed -c' 17H 22.4 1 lI 4 !2 to D[�cL�,vuaeEc{ d� /•Zc�s 704.7 70 q 3 33&6 334 Toga c �eveCopecr!�R�� DATE: CHECKED BY: SHEET NO.: OF 2075 North Sixth Avenue fm CELLA BARR Tucson. Arizona 85705 ASSOCIATES (602) 624-7401 HYDROLOGIC DATA SHEET Project name and. Location: CAIJADA WL,LS V(L LAG a /5 Drainage Concentration Point:. 17/4 (F-.kLST/NU 0 Watershed Area (A): /J5'7 acres/squere Length of Watercourse (Lc): 7000 ft. Length to Center of Gravity (Lca): 23Op Incremental Change in Length (Li) — ft. Incremental Change in Elevation (Hi) — ! �e s24o — 27oo Mean Slope, (Sr): 0 • oao ft./ft. _ Watershed Type (s) : . (future Basin Factor (nb) : 0.024- (future) P24 (24 hour): in. P6 (6 hour): in. '1 (1 hour) : 2 72 in. P2 (2 hour): in. Flood Frequency: ►Q O Tr Areal Value: in Areal Value: in Areal Value: in Areal Value: in P3 (3 hour):. in. Areal Value: is Soil Grou s): P ( SS /e B , � �5/o G Cover Type (s) : •c.{ RB A N L.Aw.&j5 Cover Density (pervious areas): 20 % Impervious Cover: Col 1, (future CN(s)pervious bimpervious areas) CN e(s): (curve number) .(adjusted curve number) Runoff to Rainfall Ratio(s),(C): (pervious areas) (impervious area: Runoff Supply Rate (q): i.in./hr. (function of 1) Time of Concentration (Tc): 1r'4hrs./mi6s. (function of i) Iterative Solution of Tc: 1/•5' hrs./mins. Rainfall Intensity (1) at Tc: 7 33 in./hr. Runoff Supply Rate (q) at Tc: �'Qq in./hr. "tak Discharge: 1.008 qA (acres): 76q•`7 cfs. 645.33gA (square miles): cfs. Equation for Tc: Tc nh L L •3 q .4 hours. 50 (S ).4 c Note: For impervious areas. CN* a 99 (constant). 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I , " 4,11 . . . - - I . fi P! � I . ! - _1i . ii�-, I I [ . , I I i �, I 11 -,.;. I . ,- "I ! Ili .� —, �� it . �y � I I ! . 11 I ; . - 1. I . . I . - � � ,�, 1. , � V, I . 11 I r I , , � 11 ..� . it �. �, - � , . !! 1 I" I , - I � �__ 1 .4 , - , ... .� . - . � , - I f I 1. a 1_ I r - � � I : , i - "I-, --- , ; , - � I,- I 1,v %, - , I _�___ I � A, lu , I I I �,� � T .J:._�' , �*_;, m __ , j -v " ., , I '. - ___ - , � - __ I , - -, , , I I . � � it � I - I ,� - , I .. �­ - , - - . i _,�, __- - __ I ..- . .:�". . __ �__. . . - I I � __1' , 2 , . : ,-,', &G20 ______ L , V14 I . I — �,__ .1 . * -.71 1, � I . . . I . �� , I �w I � .1 . i- I . � t � , .2711.5 - I I � I 1. I 11 I . .- Li ". � , � / . . 7115 — -1, . 1 , ! I � , , . f . .. i i " , , � -1 � . . . :. * _________1�p .. . , . 1 ', � - - 4,,_fc I- !t *."o . , 11 , 1 ) 11 .�_ i 1 Wj - I . I I il , . � i . � - p . �� 1, ! f - I � 11 11 , V : ,� ; � Q I " I � . � I � I . . . . � I . .. I . 11 . - - , ­ . - I- , r!_fj�� U,�PE �7 9 ?- " � I ,,� -,-- 0 A ,,'.�,, .-Mi ,e% ­�-- I C/ . \/ �s E x 1, -) I /Ni, u C, L)hlvl I I 0-*-,- A 1�5 E- /57 �, ' VIL L /i C .,'15 AJA DA 141 L L 5 FIL L�,- j(,/&, �_-7,5101-e_-76 -30 I p— el- � i _n , C_ t 6" t- �k4 k-, & CCAJCE_k17_A�A7_10V P<f?fXJT- 44- — Hl6:E�Z <�fi('05S SE67—IOAJ Q100 100—Y�FAR F6AK D1S6114E4'6_ __ �-.7Ao.11f— .4--- ­ I i _; I I , I a �11111111 19 APPENDIX B Hydraulic Models Existing conditions HEC-RAS Version 3.1.3 May 2005 Page I of I U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX X X X X X XXXX X X X X X X X X X X X X X X XXXXXXX XXXX g X X X X XXX XXXX XXXXXX XXXX X X X g X X X X X X XXXX X X X X X X XXXXXX XX X X X XXXXX X PROJECT DATA Project Title: 3229 Project File : 3229,prj Run Date and Time: 10/5/2006 5:07:01 PM Project in English units Project Description: & R PLAN DATA Plan Title: EXISTING16x8 box Plan File 9:\3249\3229B\hydro\HECRAS\3229.p03 Geometry Title: EXISTING 16x12 box Geometry File 9:\3249\3229B\hydro\HECRAS\3229.903 Flow Title EXISTING Flow File 9:\3249\3229B\hydro\HECRAS\3229.f01 Plan Summary Information: Number of: Cross Sections = 7 Multiple Openings = Culverts = 1 Inline Structures 0 Bridges = 0 Lateral Structures = 0 0 Computational Information Water surface calculation tolerance Critical depth calculation tolerance = 0.01 0.01 Maximum number of iterations 20 Maximum difference tolerance Flow tolerance factor 0.3 = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Regime: Average Conveyance Computational Flow Re 9 Subcritical Flow FLOW DATA Flow Title: EXISTING Flow File : 9:\3249\3229B\hydro\HECRAS\3229.f01 Flow Data (cfs) River Reach RIVER-1 Reach-1 RS PF 1 RIVER-1 Reach-1 3 291 709 Boundary Conditions River Reach Profile RIVER-1 Reach-1 PF 1 GEOMETRY DATA Geometry Title: EXISTING 16x12 box Geometry File : 9:\3249\3229B\hydro\HECRAS\3229.903 Upstream Downstream Normal S = 0.011 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: 8 Station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev 0 2711.2 1.14 2711 2.15 2710.59 3.55 2710 5.79 2709 6.89 2708.53 8.09 2708 8.11 2707.99 10.03 2707.9 13.59 2707.8 13.82 2707.79 16.97 2707.64 20.88 2707.5 22.18 2707.49 22.79 2707.47 24.01 2707.42 31.21 2707.2 33.11 2707.15 39.46 2707.3 41.85 2707.34 46.73 2707.7 49.45 2707.96 49.9 2708 50.47 2708.2 52.89 2709 55.68 2710 56.3 2710.22 58.52 2711 58.9 2711.1 61.46 2712 63.7 2712.78 64.15 2712.93 65.98 2713.6 67.36 2714 67.97 2714.2 70.63 2715 73 16 2715 8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 8.48 .035 49.45 .022 Bank Sta: Left Right Lengths: Left Channel Right 8.48 49.45 169.9 167 168.28 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2709.75 Element Vel Head (ft) 0.15 Wt. n-Val. W.S. Elev (ft) Crit 2709.61 Reach Len. (ft) W.S. (ft) E.G. Slope (ft/ft) Flow Area (sq ft) Q Total (cfs) 0.001992 Area (sq ft) Top Width (ft) 291.00 Flow (cfs) Vel Total (ft/s) 50.17 Top Width (ft) Max Chl Dpth.(ft) 3.08 2.46 Avg. Vel. (ft/s) Conv. Total (cfs) 6519.6 Hydr. Depth (ft) Conv. (cfs) Length Wtd. (ft) Min Ch E1 (ft) 167.24 Wetted Per. (ft) Alpha 2707.15 Shear (lb/sq ft) Frctn Loss (ft) 1.01 Stream Power (lb/ft s) C & E Loss (ft) 0.19 Cum Volume (acre-ft) 0.01 Cum SA (acres) CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 5 INPUT Description: 175 Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev 0 2710.3 1.3 2710.12 2.11 2710 5.8 2709 6.47 2708.58 7.33 2708 9.59 2706.5 10.38 2706 10.56 2705.99 22.84 2705.4 32.97 2706 33.29 2706.14 36.39 2707.5 37.58 2708 38.72 2708.49 42.21 2710 43.02 2710.36 44.48 2711 47.51 2712.5 48.59 2713 49.76 2713.57 51.68 2714.5 Mannin ' Sta Elev 4.96 2709.35 8.48 2707.98 19.33 2707.59 24.85 2707.41 42.1 2707.34 52.79 2709 58.68 2711.06 64.34 2713 73.08 2715.74 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.022 0.035 0.022 169.90 167.00 168.28 3.59 86.50 4.50 3.59 86.50 4.50 9.45 269.56 11.99 4.07 40.97 5.13 2.63 3.12 2.67 0.88 2.11 0.88 211.7 6039.3 268.5 4.41 41.01 5.41 0.10 0.26 0.10 0.27 0.82 0.28 0•29 1.44 0.58 0.14 0.36 0.20 Sta Elev Sta Elev 3.38 2709.7 4.59 2709.38 8.66 2707.13 8.86 2707 15.7 2705.7 21.68 2705.36 33.62 2706.28 35.29 2707 39.9 2709 41.84 2709.84 45.15 2711.32 46.53 2712 50.64 2714 51.65 2714.49 g s n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 10.56 .035 33.62 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10.56 33.62 132.67 139 149.86 .1 .3 Existing conditions Page 2 of 2 CROSS SECTION OUTPUT Profile #PF 1 Existing conditions Page 3 of 3 E.G. Elev (ft) 2709.55 Element Vel Head (ft) 0. Wt. n-Val. Left OB Channel Right OB W.S. Elev (ft) 2709.44 Reach Len. (ft) 0.035 0.0222.67 Crit W.S. (ft) Flow Area (sq ft) 130.022 67 139.00 149.86 E.G. Slope (ft/ft) 0.000746 Area (sq ft) 86.53 11.48 Q Total (cfs) 291.00 Flow (cfs) 9 79 86.53 11.48 Top Width (ft) 3 Top Width (ft) 22.27 241.66 27.07 Vel Total (ft/8) 2..70 Avg. Vel. (ft/8) 6.19 23.06 7.29 Max Chl Dpth (ft) 4.08 Hydr. Depth (ft) 2.28 2.79 2.36 Conv. Total (cfs) 10652.2 Conv. (cfs) 1.58 3.75 1.57 Length Wtd. (ft) 140.13 Wetted Per. (ft) 815.1 8846.2 990 .9 Min Ch E1 (ft) 2705.36 Shear (lb/sq ft) 7157.94 Alpha Frctn Loss (ft) 1.01 Stream Power (lb/ft s) . 0.06 15 047 0.07 C & E Loss (ft) 0.08 Cum Volume (acre-ft) 0. . 1.11 0.16 0.55 0.01 Cum SA (acres) 0.12 0.23 0.18 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 314 Station Elevation Data num= 38 Sta Elev Sta 0 2709.3 Elev 2709.35 Sta Elev Sta Elev Sta Elev .31 7.5 2708.6 7.97 2708 .75 2709.37 1.13 8.34 2707.46 2709.35 7.25 2709 9.4 2706 9.73 2705.58 8.68 10.13 2705 10.61 2707 9.09 2704.97 2706.41 19.78 2704.4 20.26 2704.44 20.97 2704.48 25.26 16.19 2704.74 2704.62 29.55 2705 31.02 2705.67 31.71 2706 32.45 29.11 2706.34 2704.97 35.12 2707.6 36.06 2708 36.96 2708.41 38.22 33.89 2709 2707 40.37 2710 41.19 2710.35 42.74 2711 44.69 39.35 2711.8 2709.52 46.7 2712.6 47.61 2713 48.12 2713.21 45.17 2712 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 10.61 .035 29.11 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff 10.61 29.11 52.6 67 90.32 Contr. Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2709.46 Element Vel Head (ft) 0.37 n-Val. Left OB Channel Right OB W.S. Elev (ft) 2709.37 Re Reach Len. (ft) 0.022 0.035 0.022 W.S. (ft) Flow Area (sq ft) E.G. E.G. Slope (ft/ft) 0.000474 Area (sq ft) 10.15 86.58 22.58 Q Total (cfs) 291.00 Flow (cfs) 10.15 86.58 22.58 Top Width (ft) 3889 WidthTop ) 13.42 223.53 54.05 Vet Total (ft/s) 244 Avg. (ft 10.48 18.50 9.91 Max Chl Dpth (ft) Hydr. Depth (ft) 1.32 2.58 2.39 Conv. Total (cfs) 1334..7 Conv. (cfs) 0.97 4.68 2.28 Length Wtd. ( 70.86 Wetted Per. (ft) 1018.S4 2 483.7 Min Ch E1 (ft)) 2704.40 Shear (lb/sq ft) 12.61 10.87 Alpha Frctn Loss (ft) 1.05 Stream Power (lb/ft 0.02 s) 0.03 0. 14 0.36 0.06 C & E Loss (ft) 0.17 Cum Volume (acre-ft) 0.23 0 83 0. 0. 49 0.13 Cum SA (acres) 0.10 0.17 0.1515 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 381 Station Elevation Data num= 51 Sta Elev 0 2709.1 Sta 4.49 Elev 2709.32 Sta Elev Sta Elev Sta Elev 13.06 2708.9 14.69 2708 12.34 2709.02 12.64 15.41 2709.01 12.88 2709 16.66 2706.8 18.08 2706 2707.6 15.85 19.2 2705.37 2707.32 16.37 2707 20.37 2704.8 20.54 2704.75 19.82 20.78 2704.77 24.45 2705 20.2 2704.75 25.28 2704 27.1 2704.03 30.94 2704.49 31.91 2704.02 24.68 2704.02 32.58 2704.5 34.45 2704.72 35.28 2704.74 35.37 2704.52 32.13 2704.52 38.45 2705.2 40.74 2706 41.14 2706.31 42.04 2704.74 37.1 2705 43.33 2708 44.03 2708.55 44.62 2709 45.32 2707 42.77 2709.54 2707.56 46.49 2710.4 47.22 2711 47.94 2711.56 48.49 45.91 2712 2710 49.77 2713 55.16 50.32 2713.12 50.53 2713.15 51.15 49.25 2713.21 54.39 2712.58 2713.7 2713.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 20.37 .035 35.28 .022 Bank Sta: Left Right Lengths: Left Channel Right 20.37 35.28 144.69 141 139.32 Coeff Contr. Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2709.17 Element Vel Head (ft) 1.80 n-Val. Left OB Channel Right OB W.S. Elev (ft) 2707.80 Re Reach Len. (ft) 0.022 0.035 0.022 Crit W.S. (ft) 2707.80 Flow Area (sq ft) 144.69 4.69 141.00 41.00 139.32 39.32 E.G. Slope (ft/ft) 0.009437 Area (sq ft) Q Total (cfs) 709.00 Flow (cfs) 8.40 51.32 16.15 Top Width (ft) 28-03 Top Widt(ft) 67.66 479.78 161.56 Vel Total (ft/s) 9.35 Avg. Velh (ft/s) 5.32 14.91 7.80 Max Chl Dpth (ft) 3.80 Hydr. Depth (ft) 8.06 9.35 10.00 Conv. Total (cfs) 7298.5 Conv. (cfs) 1.58 3.44 2.07 Length Wtd. (ft) 141.03 Wetted Per. (ft) 6996.5 4938.8 1663.1 Min Ch E1 (ft) 2704.00 Shear (lb/sq ft) 6.1 15.04 8.58 Alpha Frctn Loss (ft) 1.01 Stream Power (lb/ft s) 080 6.46 01 18. 11 C & E Loss (ft) 0.82 Cum Volume (acre-ft) 0.72 11. 0.19 Cum SA (acres) 0.09 0.45 0.14 0.13 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 522 Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 2708.3 1.1 2708.27 6.38 2708 9.33 2707.19 10.02 2707 10.75 2706.5 11.62 2706 11.86 2705.85 13.16 2705 13.6 2704.72 14.6 2704 15.68 2703.19 15.78 2703.11 15.93 2703 16.24 2702.73 17.07 2702 17.25 2701.83 18.25 2701 18.56 2700.95 19.53 2700.86 20.12 2700.9 20.68 2701 20.76 2701.02 20.9 2701 21.9 2700.91 22.37 2700.9 22.61 2700.86 22.93 2700.89 23.87 2700.97 24.01 2700.98 24.1 2701 24.23 2701 24.37 2701.07 26.12 2702 34.98 2702.96 35.23 2703 35.36 2703 35.48 2703.07 36.75 2704 37.35 2704.56 37.81 2705 38.28 2705.44 38.86 2706 39.68 2706.78 39.92 2707 40.14 2707.2 40.97 2708 47.6 2708.24 Existing conditions Page 4 of 4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val - 0 .022 15.68 .035 35.23 .022 Bank Sta: Left Right Lengths: Left Channel Right 15.68 35.23 156.63 155 160.13 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2707.17 Element Vel Head (ft) 0.73 Wt. n-Val. W.S. Elev (ft) 2706.44 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.003920 Area (sq ft) Q Total (cfs) 709.00 Flow (cfs) Top Width (ft) 28.47 Top Width (ft) Vel Total (ft/s) 6.78 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5.58 Hydr. Depth (ft) Conv. Total (cfs) 11323.5 Conv. (cfs) Length Wtd. (ft) Min Ch E1 (ft) 156.49 Wetted Per. (ft) Alpha 2700.86 Shear (lb/sq ft) Frctn Loss (ft) 1.03 Stream Power (lb/ft s) C & E Loss (ft) 0.09 Cum Volume (acre-ft) 0.19 Cum SA (acres) CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: I INPUT Description: 677 Station E1 Existing conditions Page 5 of 5 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.022 0.035 0.022 156.63 155.00 160.13 7.46 89.42 7.70 7.46 89.42 7.70 37.21 630.49 41.29 4.83 19.55 4.09 4.99 7.05 5.36 1.55 4.57 1.88 594.3 10069.7 659.5 5.82 20.70 5.39 0.31 1.06 0.35 1.56 7.46 1.88 0.20 0.50 0.42 0.07 0.09 0.11 evatlon Data num= 5 Sta Elev Sta 0 2707 Elev Sta Elev Sta Elev Sta Elev 9 2705 22 2700 39 2700 68 2705 manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 22 .035 39 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 22 39 85 85 85 Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2706.89 Element Vel Head (ft) 0.09 Left OB Channel Right OB W.S. Elev (ft) 2706.80 Reach Len. (ft) 0.022 0.035 0.022 Crit W.S. (ft) 2702.94 Flow Area (sq ft) E.G. Slope (ft/ft) 0.000224 Area (sq ft) 63.21 115.61 124.72 Q Total (cfs) 7.0 Flow (cfs) 63.21 115.61 124.72 Top Width (ft) 67 .10 Top Width (ft) 128.18 263.58 317.24 Vel Total (ft/s) 2.34 Avg. Vel. (ft/s) 21.10 17.00 29.00 Max Chl Dpth (ft) 6.80 Hydr. Depth (ft) 2.28 2.54 Conv. Total (cfs) 47392.2 Conv. (cfs) 3.03 6.80 4.30 Length Wtd. (ft) 85.00 Wetted Per. (ft) 8568.2 17618.7 21205.4 Min Ch E1 (ft) 2700.00 Shear (lb/sq ft) 223 700 1.23 Alpha Frctn Loss (ft) 1.02 Stream Power (lb/ft s) . 0.08 . 0. 22 22 C & E Loss (ft) Cum Volume (acre-ft) 0.0 0. 0.14 Cum SA (acres) 0.02 0.02 0.05 CULVERT RIVER: RIVER-1 REACH: Reach-1 RS: .5 INPUT Description: Distance from Upstream XS = 30 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Existing conditions 0 2714 100 2714 Page 6 of 6 Upstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev 0 2707 Sta Elev Sta Elev Sta Elev 9 2705 22 2700 39 2700 68 2705 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 22 .035 39 .022 Bank Sta: Left Right Coeff Contr. Expan. 22 39 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 2714 100 2714 Downstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev 0 2710 Sta Elev Sta Elev Sta Elev 7 2699 11 2699 40 2705 50 2710 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 7 .035 11 .022 Bank Sta: Left Right Coeff Contr. Expan. 7 11 .1 .3 Upstream Embankment side slope Downstream Embankment side slope = _ 0 horiz. to 1.0 vertical 0 horiz. Maximum allowable submergence for weir flow to 1.0 vertical Elevation at which weir flow begins_ = 95 Energy head used in spillway design Spillway height used in design _ Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Box 12 16 FHWA Chart # 8 - flared wingwalls FHWA Scale # 1 - Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n 17.5 Bottom n Depth Blocked Entrance Loss Coef Exit 60 .013 Upstream Elevation = 2700 .013 0 Loss Coef •5 1 Centerline Station = 31 Downstream Elevation = 2699 Centerline Station = 15 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) 709.0o # Barrels Culv Full Len (ft) 1 Q Barrel (cfs) Culv Vel US (ft/s) 11.26 .26 709.00 E.G. US. (ft) Culv Vel DS (ft/s) 15.50 2706.89 W.S. US. (ft) Culv Inv E1 Up (ft) 2700.00 2706.80 E.G. DS (ft) Culv Inv E1 Dn (ft) 2699.00 2704.98 W.S. DS (ft) Culv Frctn Ls (ft) 0.3 1 2703.65 Delta EG (ft) Culv Exit Loss (ft) 0. 1.91 Delta WS (ft) Culy Entr Loss (ft) 061 3.15 E.G. IC (ft) Q Weir (cfs) 2706.14 E.G. OC (ft) Weir Sta Lft (ft) 2706.89 Culvert Control Weir Sta Rgt (ft) Inlet Cult' WS Inlet (ft) 2703.94 Weir Submerg Weir Culv WS Outlet (ft) 2701.86 Max Depth (ft) Weir Avg Depth (ft) Culv Nml Depth (ft) 2.13 Culv Crt Weir Flow Area (sq ft) Depth (ft) 3.94 Min E1 Weir Flow (ft) 2714.01 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 6 1 3 Reach-1 5 1 3 Reach-1 4 .1 Reach-1 3 .1 .3 3 Reach-1 2 1 3 Reach-1 1 1 3 Reach-1 .5 Culvert Reach-1 p 1 3 Profile Output Table - REC standard Table Reach River Sta Profile Q Total W.S. Elev Max Chl Dpth Vel Chnl (cfs). (ft) (ft) (ft/s) Reach-1 Reach-1 0 PF 1 709.00 2703.7 4.7 9.5 .5 Culvert Reach-1 Reach-1 1 2 PF 1 709.00 2706.8 6.82.3 Reach-1 3 PF 1 709.00 2706.4 5.6 7.1 Reach-1 4 PF 1 709.00 2707.g 3.8 9.3 Reach-1 5 PF 1 291.00 2709.4 5.0 2.6 Reach-1 6 PF 1 291.00 2709.4 2.8 PF 1 291.00 2709.6 2..5 3.1 Existing conditions Page 8 of 8 3229 Plan: EXISTING16x8 box 10/5/2006 2714 -- - - RIVER-1 Reach-1 _ ........... ....._.... 445 Legend WS PF 1 ...... 2712 _..... ......Ground ............. ...... ....... . i 2710 .. __..._ a ..---_; 2708 r } 7 r 2706ca I w.......... ... .............. 2704 2702V t 2700 + t ......... .. ................... i 2698 i i 0 200 400 600 800 Main Channel Distance (ft) F- c 0 a� w c 0 a m N W 3229 Plan: EXISTING 16x8 box 10/5/2006 OQ _c 70 80 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 oe_� yv bu 60 Station (ft) 3229 Plan: EXISTING 16x8 box 10/5/2006 �,(� ' --- 022 RS= 4 2714 1_ _— — 035 f .022 Legend WS PF 1 2712 -- - Ground Bank Sta 2710 71 W r v zs eK 2708 a r F g 2706° ._.---- 1 2704 i 0 10 2U 30 40 50 Station (ft) 3229 Plan: EXISTING 16x8 box 10/5/2006 RS=3 2714 -- _022 — 035 .022 Legend WS PF 1 2712 Ground Bank Sta i 2710 o > 1 _N ul 2708 xx"1, vB 2706L��� r, zs -- , .._ §x� - i 2704 0 10 20 30 40 50 60 Station (ft) (0) uoiaels OL 09 nc 90OZ/5/% xoq gx9LE)NI1SIX3 :ueld 6ZZE (0) uo9eis 09 nb m ce d 0 90OZ/9/OL xoq 9xM)NI1SIX3 :Ueld 6ZZE n cu n> 0 9i 3229 Plan: EXISTING16x8 box 10/5/2006 RS = .5 Culy 022 2714 035 022 xa g Z112- w xb m r- .arJ tt 4 }}��„ w r"m �''{a�d `'afk-1,`'".yb '�r��b '... Ground �gd 2710 xi Bank Sta a ; 2708 > j ! V T ! ?a � F e c^ 2704 a R�.aY � r � s t, e ✓F x ix 9�a'J r��. x 8 awls I 2702 2700�' � 0 10 20 30 , 40 50 60 70 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 IRS = .5 Culy 022 .035 022 2714 4 4' r 2712 y an't'"µ yy3,'�a ;-i,FF,7yxx>lef a.rt t°{<ari Ff. ` �Ya'rr�" WSPF1 °r RIM p�a [ �c "u 4r * zrt • q GfOUnd 2710 q a a* # n a N} { b r t's vca O 2706 2704 t e itry �� 2702 _...... �3 2700 r h+ 2698 0 10 20 30 40 50 Station (ft) c 0 a� FYI 3229 Plan: EXISTING16x8 box 10/5/2006 m _ .. Station (ft) .,, 4u 50 Legend WSPF1 Ground Y Bank Sta APPENDIX C Figures /............. r4,,...... \ EXISTTNG 16'X12' RCBC LA N.- ' I§.A N J A rii li d rii ..... 1745 EAST RIVER ROAD - SUITE 101 TUCSON, AZ 85718 520.795.1000 (FAX) 520.322.695E ENGINEERING COMPANY rickengineering.com Tucson Phoenix San Diego Riverside Orange Sacramento LEGEND (D-----O HYDRAULIC CROSS SECTIONS 1: A CONCENTRATION POINT ••• REGULATORY FLOODPLAIN LIMITS OFFSITE DESIGN FLOWS WATERSHED [CP] AREA [AC] Q100 [CFS] 1 40.00 291 II 116.00 709 HECR.AS SUMMARY TABLE RIVER STATION Q TOTAL [cfs] W.S. Elev. MAX CHL. DPTH. [ft] VEL. CHNL. [ft/s] 0 709 2703.7 4.7 9.5 Culvert 1 709 2706.8 6.8 2.3 2 709 2706.4 5.6 7.1 3 709 2707.8 3.8 9.3 4 291 2709.4 5 2.6 5 291 2709.4 1 4.1 1 2.8 6 291 2709.E 1 2.5 1 3.1 FIGURE 1 DRAINAGE EXHIBIT FOR NAIRLANJA - CANADA DATE: 10-12-06 PAGE 1 OF 1 0 I \ n : .-.L C,-L J-._J_k i _ i _ i-%i i -k - _ . r i 11 v_ i uv \1 \ I u i Vi ILJVI uJ \ I p I %J I V I V \r GI I \J I V. pf.:'I 1 kj: \Dccy_ur_gruexcPTu I . agn Iz-UCI-2006 08:35 TM am ENGINEERING COMPANY October 12, 2006 Mr. Paul Keesler, P.E. TOWN OF ORO VALLEY DEPARTMENT OF PUBLIC WORKS 11000 North La Canada Drive Oro Valley, Arizona 85737 SUBJECT: DRAINAGE STATEMENT FOR LA CANADA DRIVE & LA NARANJA DRIVE GRADING EXCEPTION REQUEST REC JN 3229-B Dear Mr. Keesler: Please accept this letter as a drainage statement in support of the grading exception request for the above referenced project. The objective of this statement is to help establish minimum pad elevations with respect to base flood elevations associated to existing regulatory floodplains along the north and west property boundaries. The hydrologic information for the regulatory flows was obtained from a previous study performed by Cella, Bar and Associates dated July, 1989 for the upstream/adjacent subdivision. Appendix A includes a copy of said reference material. As per said previous study, the flows associated to the floodplains are Q100=709 cfs at the west channel and Q100= 291 cfs, at the northerly channel. A detailed hydraulic analysis is being provided for the existing conditions of the channels and it's associated roadway crossing structure at the southerly property line. Figure 1 in Appendix C depicts the cross section locations and model results. The following table summarizes the hydraulic section parameters of the upstream base floods impacting the proposed buildings. The hydraulic models are included within Appendix B. 1745 East River Road, Suite 101 • Tucson, Arizona 85718-7633 • (520) 795-1000 • FAX: (520) 322-6956 • rickengineering.com TUCSON PHOENIX SAN DIEGO RIVERSIDE ORANGE SACRAMENTO HYDRAULIC CROSS SECTION SUMMARY Channel ` Sectino Q100 , [efs] WSEL eft] 1VIinimum. [ft] 3 709 2707.8 2709 S 291 2709.4 12711 If you have any questions or require additional information, please do not hesitate to call myself, or Alberto Navarro from our office. Sincerely, RICK ENGINEERING COMPANY, INC. Paul J. Iezzi President APPENDIX A Reference Documents �M CELLA ERR � ASSOCIATES DRAINAGE REPORT FOR CANADA HILLS VILLAGE 15 July 6, 1989 CBA File No. 05121-06-72 BAT00141.72R CELLA BARR ASSOCIATES 2075 North Sixth Avenue Tucson, Arizona 85705 Report Prepared Under Supervision of: Douglas C. Rosecrans Report Preparation Assisted By: Bori A. Touray COPYRIGHT 1989 CELLA BARR ASSOCIATES TABLE OF CONTENTS INTRODUCTION........................ :....................... SITE DESCRIPTION ............................................ HISTORIC DATA.. .......................................... OBJECTIVES .................................................. PROCEDURE ............. .... .............................. EXISTING CONDITIONS......... .............................. 1. Offsite Flows..... ..... 2. Flows Leaving theSite........................ ... PROPOSED DRAINAGE CONCEPT ................................... 1. Flows Into the Site ................................ 2. Flows Leaving the Site... ................... 3. Encroachment and Erosion Setback ................... 4. All -Weather Access ............................... 5. Detention. ...................... CONCLUSION AND RECOMMENDATIONS ..................... ....... REFERENCES ................................................... LIST OF FIGURES Figure 1 Existing Conditions Figure 2 Offsite Discharges Figure 3 Developed Conditions Page 1 2 3 4 5 6 6 6 8 8 8 9 9 9 11 12 EXISTING CONDITIONS 1. Offsite Flows Three channels enter the site along the north property line. They are labeled 12E, 13E and 25H respectively (see Figure 2). The corresponding discharges for these channels are 2,596 cfs, 88.1 cfs and 18.4 cfs, respectively. Channels 12E and 13E enter the property at the northwest corner. They join before leaving the site at a location 500 feet south of the entry point at the north property line. Channel 25H flows into the site'at the northeast corner of the property and continues southward approximately parallel to the east property line. There are three major concentration points along the east property line. These flows all come from the Copper Creek subdivision to the east. They are labeled 26H, 28H and 29H (see Figure 1). The discharges are 203 cfs, 216 cfs and 75 cfs., respectively. A minor concentration point just north of Foxfire Street, 27H, carries 20 cfs across La Canada Drive into the-. site. The 203 cfs concentrating at 26H drains into the site through two 36-inch CMP culverts under La Canada Drive. Flows -at concentration points 28H and 29H are combined at 29H and drain under the roadway.into the site through a three -barrel 48-inch CMP culvert. All the tributaries to Wash H join and leave the site at the southeast corner of the I property. 2. Flows Leaving the Site Flows leave the site along the west and south property boundaries. Flows concentrating along the west property boundary are labeled 12E, 14E and 15H (see Figure 3). Flow at Concentration Point 12E enters the property at the northwest corner of the property and drains along the west property boundary for.approximately 500 feet, then westward out of the property. The 100-year discharge for this runoff was estimated by WLB to be approximately 2,596 cfs (Reference 5). Channels 14E, 15H and 16H - 6 - originate within the site and exit the property along the southern half of the west boundary and the western half of the south property line. The discharges are 26.8 cfs, 22.4 cfs and 11.4 cfs, respectively. As discussed under the heading "Offsite Flows", Channels 25H, 26H, 27H, 28H and 29H.combine onsite and leave the property along the south boundary at 17H. - 7 - PROPOSED DRAINAGE CONCEPT 1. Flows into the Site I The proposed drainage concept will accept all offsite flows into the site without obstruction. At Concentration Point BE, the flow, 88.1 cfs, will be intercepted by a collector channel and carried westward into Wash E (Figure 4, cross-section I). The flow from Concentration Point 25H, 3 22.1 cfs, will drain under the onsite street in a two -barrel 24-inch CMP ! culvert. The flow is then conveyed in a swale along Lot.l east property ! boundary into Fairway 4. Discharges from 26H and 27H flow directly into Fairway 4 and will not be impacted. by this development. arum. and b- cfs combined, will be collected in a channel and conveyed to Wash H (Figure 4, cross-section B). 2. Flows Leaving the Site Onsite development within the watershed of Wash E is small compared to the size of the whole watershed and the discharge does not increase at Concentration Point 12E. Encroachment into the channel is discussed below. At Concentration Point 14E, the discharge from the watershed will .increase from 26.8 cfs to 32.1 cfs. To avoid increasing the flow leaving the site, the increase will be carried south in the street into Onsite 1 (see Table 3). Flows •leaving the site at 15H will be reduced by 2.3 cfs while 16H will be increased by 1.2 cfs. In our opinion, this increase is minimal and will have no.negative impact on the area. At concentration Pointfl�the flow leaving the site will be reduced by .74— s. This reduction was achieved by providing onsite detention in Onsite 5 (see Table 3). DESIGN NOTES AND COMPUTATIONS SUBJECT: 4 JOB NO.: IAot.r= 3: \�n�PAk�SUN OF" �xtsTl►JG ANb 1aEl/ELoPEb D1504AkGF—r LEAVIMC-r THE SITE CP �xrSTiuG �EV�CpP£D to"i�}� K5 12E 2541P 259� 14- 21�.8 2(,.g S(o c{S �o �Oe dwe�,teci to 17 H ? 1614 22.4 20 . I(o14 //• 4- U%wAc-Ld L I.Zc, 1714 'i0`i•7 70q 3 7b'r'A L 3 3 & (0 53 to 4 To Ea,( c�.e v eCo p e,cQ c �Qu�e. PREPARED BY: DATE: CHECKED BY: SHEET NO.: OF T°7sNorth Z85ia5 e fm CELLA BARR ucsoAdo a ASSOCIATES (602) 624-7401 RYDROLOCIC DATA SHEET Project Name and. Location: AAJADA ;I(tom V(L LAG E /5 Drainage Concentration Point:. 170 (akL-s- 11. r- Watershed Area (A): /1-5 7 acres /s4w s-tea, Length of Watercourse (Lc): %000 ft. Length to Center of Gravity (Lca):_ -;oa f Incremental Change in Length MO - ft. Incremental Change in Elevation (H) - ! 270p = 14"0 Bean Slope, (Sc) : 0 • ozo ft./ft. Watershed Type (s) : (future Basin Factor (nb) : O.024- (future) P24 (24 hour): in. P6 (6 hour): in. '1 (1 hour) : 2 72 in. P2 (2 hour): in. Flood Frequency: ►Q O Tr Areal Value: in Areal Value: in Areal Value: in Areal Value: in P3 0 hour):_ ia. Areal Value: is o Soil Croup (a) : SS /o G Cover Types): - 4A R8 A.4J L Aw.&j5 Cover Density (pervious areas) : 20 % Impervious Cover: 1, (futur, CN(s): 1 (pervious b impervious areas). M (s): (curve number) .(adjusted curve number) Runoff to Rainfall Ratio(s),(Q-. (pervious areas) (impervious area: Runoff Supply Rate (q): �'8 3 i.ia./hr. (function of i) Time of Concentration (Tc): ir'4hr2./mias. (function of i) Iterative Solution of Tc:- hrs./mina. Rainfall Intensity (1) at Tc: 7'33 in./hr. Runoff Supply Rite (q) at Tc: ("o q in./hr. "tak Discharge: 1.008 qA (acres): 76q•`7 cfs. 645.33gA (square miles): cfs. 1 a Equation for Tc: Tc a a• L L •3 q •4 hours. 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O�VF YiR-+•c - i '- _ ---1z, i4 I,I ---Town of Oro Valier, R: N15 _ - - yr a. es et-•aIc _ �N ANJA DRIY --- -- --------- --- p' r-rrl' TEr - - 4nro .•r, F+c es1 rraan,rr'7>7aNGtE �i®c� ��. , g27h7.g /' t - ti 2•` 11 .� ' - -- - -�- =�/ .. \ I f 1/'l - i�Rrftizs/ trnelr 7 - ' � - ,+•- ...- '� - - � ! k -_ - - - . rtirr.-. a ``° - -zZ,• a CELLA BAR R n 7 { OTS Nn n; Slsln yr a+3a.d _ �:'•: :1 a910��c - :' < } t `" a - �- y- -.- -,� csnn : n rur 5 T-_'_�� ASSOCIATES r it - /mil 1i ` PO �O _ Kr ICJ +, J/ �, C n O l Vf _:: - _„-a. yam,.., v.,.,,<..- ,....<,..�c-x-� .�r�, ,,. .,,.- <--'_:.�=- .-:.'- s:�wa•s y _ ...._..,�s.�.b �>�-��.... _ .,...,._.�r._, m...u-.....�s_•.v.�..��.s - _..:. __ _ ,,..,....,.. - - _ APPENDIX B Hydraulic Models HEC-RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X g X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: 3229 Project File : 3229.prj Run Date and Time: 10/5/2006 5:07:01 PM Project in English units Project Description: & R PLAN DATA Plan Title: EXISTING16x8 box Plan File g:\3249\3229B\hydro\HECRAS\3229.p03 Geometry Title: EXISTING 16x12 box Geometry File 9:\3249\3229B\hydro\HECRAS\3229.903 Flow Title EXISTING Flow File g:\3249\3229B\hydro\HECRAS\3229.f01 Plan Summary Information: Number of: Cross Sections 7 Multiple _ Culverts _ P Openings _ 0 1 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: EXISTING Flow File : g:\3249\3229B\hydro\HECRAS\3229.f01 Flow Data (cfs) River Reach RS RIVER-1 PF 1 Reach-1 6 RIVER-1 291 Reach-1 3 709 Boundary Conditions River Reach Profile RIVER-1 Reach-1 PF 1 GEOMETRY DATA Geometry Title: EXISTING 16x12 box Geometry File : g:\3249\3229B\hydro\HECRAS\3229.g03 Upstream Existing conditions Page 1 of I Downstream Normal S = 0.011 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: 8 Station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev 0 2711.2 1.14 2711 2.15 2710.59 3.55 2710 5.79 2709 6.89 2708.53 8.09 2708 8.11 2707.99 10.03 2707.9 13.59 2707.8 13.82 2707.79 16.97 2707.64 20.88 2707.5 22.18 2707.49 22.79 2707.47 24.01 2707.42 31.21 2707.2 33.11 2707.15 39.46 2707.3 41.85 2707.34 46.73 2707.7 49.45 2707.96 49.9 2708 50.47 2708.2 52.89 2709 55.68 2710 56.3 2710.22 58.52 2711 58.9 2711.1 61.46 2712 63.7 2712.78 64.15 2712.93 65.98 2713.6 67.36 2714 67.97 2714.2 70.63 2715 73 16 27 15.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 8.48 .035 49.45 .022 Bank Sta: Left Right Lengths: Left Channel Right 8.48 49.45 169.9 167 168.28 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2709.75 Element Vel Head (ft) 0.15 Wt. n-Val. W.S. Elev (ft) 2709.61 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.001992 Area (sq ft) Q Total (cfs) 291.00 Flow (cfs) Top Width (ft) 50.17 Top Width (ft) Vel Total (ft/s) 3.08 Avg. Vel. (ft/s) Max Chl Dpth (ft) 2.46 Hydr. Depth (ft) Conv. Total (cfs) 6519.6 Conv. (cfs) Length Wtd. (ft) 167.24 Wetted Per. (ft) Min Ch E1 (ft) 2707.15 Shear (lb/sq ft) Alpha Frctn Loss (ft) 1.01 Stream Power (lb/ft s) C & E Loss (ft) 0.19 Cum Volume (acre-ft) 0.01 Cum SA (acres) CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 5 INPUT Description: 175 Station Elevation Data num= 36 Sta Elev St Sta Elev 4.96 2709.35 8.48 2707.98 19.33 2707.59 24.85 2707.41 42.1 2707.34 52.79 2709 58.68 2711.06 64.34 2713 73.08 2715.74 Coeff Contr. Expan. .1 .3 Left OB Channel Right OB 0.022 0.035 0.022 169.90 167.00 168.28 3.59 86.50 4.50 3.59 86.50 4.50 9.45 269.56 11.99 4.07 40.97 5.13 2.63 3.12 2.67 0.88 2.11 0.88 211.7 6039.3 268.5 4.41 41.01 5.41 0.10 0.26 0.10 0.27 0.82 0.28 0.29 1.44 0.58 0.14 0.36 0.20 a Elev Sta Elev Sta Elev Sta Elev 0 2710.3 1.3 2710.12 2.11 2710 3.38 2709.7 4.59 2709.38 5.8 2709 6.47 2708.58 7.33 2708 8.66 2707.13 8.86 2707 9.59 2706.5 10.38 2706 10.56 2705.99 15.7 2705.7 21.68 2705.36 22.84 2705.4 32.97 2706 33.29 2706.14 33.62 2706.28 35.29 2707 36.39 2707.5 37.58 2708 38.72 2708.49 39.9 2709 41.84 2709.84 42.21 2710 43.02 2710.36 44.48 2711 45.15 2711.32 46.53 2712 47.51 2712.5 48.59 2713 49.76 2713.57 50.64 2714 51.65 2714.49 51.68 2714.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 10.56 .035 33.62 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10.56 33.62 132.67 139 149.86 .1 .3 Existing conditions Page 2 of 2 CROSS SECTION OUTPUT Profile #PF 1 Existing conditions Page 3 of 3 E.G. Elev (ft) 2709.55 Element Vel Head (ft) 0.44 n-Val. Left OB Channel Right OB W.S. Elev (ft) 2709.44 Re Reach Len. (ft) 0.022 0.035 0.022 W.S. (ft) Flow Area (sq ft) 132.67 139.00 149.86 E.G. E.G. Slope (ft/ft) 0.000746 Area (s ft) q 9.79 86.53 11.48 Q Total (cfs) 291.00 Flow (cfs) 9•79 86.53 11.48 Top Width (ft) 36.53 Top Width (ft) 22.27 241.66 27.07 Vel Total (ft/s) 2.70 Avg. Vel. (ft/s) 6.19 23.06 7.29 Max Chl Dpth (ft) 4.08 Hydr. Depth (ft) 2.28 2.79 2.36 Conv. Total (cfs) 10652.2 Conv. (cfs) 1.58 3.75 1.57 Length Wtd. (ft) 140.13 Wetted Per. (ft) 815.1 8846.2 990 Min Ch E1 (ft) 2705.36 Shear (lb/sq ft) 7.15 794 Alpha 1.01 Stream Power (lb/ft s) 0.15 0.15 .94 07 Frctn Loss (ft) 0.08 Cum Volume (acre-ft) 0.26 0.49 0.16 C & E Loss (ft) 0.01 Cum SA (acres) 1.11 0.55 0.12 0.23 0.18 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 314 Station Elevation Data num= 38 Sta Elev Sta 0 2709.3 Elev Sta Elev Sta Elev Sta Elev .31 7.5 2708.6 7.97 2709.35 .75 2709.37 1.13 2709.35 7.25 2709 9.4 2706 9.73 2708 2705.58 8.34 2707.46 8.68 10.13 2707 9.09 2706.41 19.78 2704.4 20.26 2704.44 2705 10.61 20.97 2704.48 25.26 2704.97 16.19 2704.62 29.55 2705 31.02 2705.67 31.71 2706 32.45 2704.74 29.11 2706.34 33.89 2704.97 35.12 2707.6 36.06 40.37 2710 2708 36.96 2708.41 38.22 2709 39.35 2707 2709.52 41.19 46.7 2712.6 47.61 2710.35 2713 42.74 2711 44.69 2711.8 45.17 2712 48.12 2713.21 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 10.61 .035 29.11 .022 Bank Sta: Left Right 10.61 Lengths: Left Channel Right Coeff Contr. Expan. 29.11 52.6 67 90.32 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) Vel Head (ft) 2709.46 Element Left OB Channel Right OB W.S. Elev (ft) 2709.37 Reach Len. (ft) 0.022 0.0 0.022 Crit W.S. (ft) Flow Area (sq ft) 3235 E.G. Slope (ft/ft) 0.000474 Area (sq ft) 10.15 86.58 22.58 Q Total (cfs) 291.00 Flow (cfs) 10.15 86.58 22.58 Top Width (ft) 38.89 Top Width (ft) 13.42 223.5305 Vet Total (ft/s) 2.44 Avg. Vel. (ft/s) 10.48 18.50 9.54.91 Max Chl Dpth (ft) 4.97 Hydr. Depth (ft) 1.32 2.58 2.39 Conv. Total (cfs) 13372.7 Conv. (cfs) 0.97 4.68 2.28 Length Wtd. ( 70.86 Wetted Per. (ft) 616.8 1018.54 272.2 483.7 210.87 Min Ch E1 (ft)) 2704.40 Shear (lb/sq ft) 12.61 Alpha 1.05 Stream Power (lb/ft 0.02 s) 0.03 0.14 0.06 Frctn Loss (ft) 0.17 Cum Volume (acre-ft) 0.23 0.36 0.15 C & E Loss (ft) 0.13 Cum SA (acres) 0.83 0.49 0.10 0.17 0.15 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 381 Station Elevation Data num= 51 Sta Elev 0 2709.1 Sta Elev Sta Elev Sta Elev Sta Elev 13.06 2708.9 4.49 14.69 2709.32 2708 12.34 2709.02 12.64 2709.01 12.88 2709 16.66 2706.8 18.08 2706 15.41 2707.6 15.85 19.2 2705.37 2707.32 16.37 2707 20.37 2704.8 20.54 2704.75 19.82 20.78 2704.77 24.45 2705 20.2 2704.02 2704.75 25.28 2704 27.1 2704.03 30.94 2704.49 31.91 24.68 2704.52 2704.02 32.58 2704.5 34.45 2704.72 35.28 2704.74 35.37 32.13 2704.74 2704.52 38.45 2705.2 40.74 2706 41.14 2706.31 42.04 37.1 2707 2705 43.33 2708 44.03 2708.55 44.62 2709 45.32 42.77 2709.54 2707.56 46.49 2710.4 47.22 2711 47.94 2711.56 48.49 45.91 2712 2710 49.77 2713 50.32 2713.12 50.53 2713.15 51.15 49.25 2713.21 2712.58 55.16 2713.7 54.39 2713.7 Manning's. a Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 20.37 .035 35.28 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 20.37 35.28 144.69 141 139.32 Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2709.17 Element Vel Head (ft) 1.37Left OB Channel Right OB W.S. Elev (ft) 2707.80 Reach Len. (ft) 0.035 0.022 Crit W.S. (ft) 2707.80 Flow Area (sq ft) 10.022 144.69 141. 1332 E.G. Slope (ft/ft) 0.009437 Area (sq ft) 16.1500 Q Total (cfs) 709.00 Flow (cfs) 8.40 51.32 16.15 Top Width (ft) 28. Top Width (ft) 67.66 479.78 161.56 Vel Total (ft/s) 9.35 . Avg.Vel. (ft/s) 5.32 14.91 7.80 Max Chl Dpth (ft) 3.80 Hydr. Depth (ft) 8.56 9.35 10.00 Conv. Total (cfs) 7298.5 Conv. (cfs) 3.44 2.07 Length Wtd. (ft) 141.03 Wetted Per. (ft) 696.5 4938.8 1663.1 Min Ch E1 (ft) 2704.00 Shear (lb/sq ft) 6.17 15.04 8.58 Alpha Frctn Loss (ft) 1.01 Stream Power (lb/ft 80 s) 0. 6 01 18. 11 11. C & E Loss (ft) 0.82 Cum Volume (acre-ft) .22 072 0.45 0.19 Cum SA (acres) 0.09 0.14 0.13 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 522 Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 2708.3 1.1 2708.27 6.38 2708 9.33 2707.19 10.02 2707 10.75 2706.5 11.62 2706 11.86 2705.85 13.16 2705 13.6 2704.72 14.6 2704 15.68 2703.19 15.78 2703.11 15.93 2703 16.24 2702.73 17.07 2702 17.25 2701.83 18.25 2701 18.56 2700.95 19.53 2700.86 20.12 2700.9 20.68 2701 20.76 2701.02 20.9 2701 21.9 2700.91 22.37 2700.9 22.61 2700.86 22.93 2700.89 23.87 2700.97 24.01 2700.98 24.1 2701 24.23 2701 24.37 2701.07 26.12 2702 34.98 2702.96 35.23 2703 35.36 2703 35.48 2703.07 36.75 2704 37.35 2704.56 37.81 2705 38.28 2705.44 38.86 2706 39.68 2706.78 39.92 2707 40.14 2707.2 40.97 2708 47.6 2708.24 Existing conditions Page 4 of 4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val - 0 .022 15.68 .035 35.23 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 15.68 35.23 156.63 155 160.13 Expan. .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2707.17 Element Vel Head (ft) 0.73 Left OB Channel W.S. Elev (ft) 2706.44 Reach Len. (ft) 0.022 0.035 Crit W.S. (ft) Flow Area (sq ft) 156.63 155.00 E.G. Slope (ft/ft) 0.003920 Area (sq ft) 89.42 Q Total (cfs) 709.00 Flow (cfs) 7 46 89.42 Top Width (ft) 28.47 Top Width (ft) 37.21 630.49 Vel Total (ft/s) 6.78 Avg. Vel. (ft/s) 4.83 19.55 Max Chl. Dpth (ft) 5.58 Hydr. Depth (ft) 4.99 7.05 Conv. Total (cfs) 11323.5 Conv. (cfs) 1.55 4.57 Length Wtd. (ft). 156.49 Wetted Per. (ft) 594.3 10069.7 Min Ch E1 (ft) 2700.86 Shear (lb/sq ft) 5.82 20.70 Alpha 1 Frctn Loss (ft) 1.03 Stream Power (lb/ft s) 031 156 1.06 C & E Loss (ft) 0.09 Cum Volume (acre-ft) ..0.19 .46 0.50 Cum SA (acres) 0.07 0.09 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: I INPUT Description: 677 Station Elevation Data num= 5 Sta Elev Sta Elev Sta Elev Sta Elev 0 2707 9 2705 22 2700 39 2700 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 22 .035 39 .022 Bank Sta: Left Right Lengths: Left Channel Right 22 39 85 85 85 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2706.89 Element Vel Head (ft) 0.09 Wt. n-Val. W.S. Elev (ft) Crit 2706.80 Reach Len. (ft) W.S. (ft) E.G. Slope (ft/ft) 2702.94 Flow Area (sq ft) Q Total (cfs) 0.000224 Area (sq ft) Top Width (ft) 709.00 Flow (cfs) Vel Total (ft/s) 67.10 Top Width (ft) Max Chl Dpth (ft) 2.34 6.80 Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. Total (cfs) 47392.2 Conv. (cfs) Length Wtd. (ft) Min Ch E1 (ft) 85.00 Wetted Per. (ft) Alpha 2700.00 Shear (lb/sq ft) Frctn Loss (ft) 1.02 Stream Power (lb/ft s) C & E Loss (ft) Cum Volume (acre-ft) Cum SA (acres) CULVERT RIVER: RIVER-1 REACH: Reach-1 RS: .5 INPUT Description: Distance from Upstream XS = 30 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Elev 68 2705 Coeff Contr. Expan. .1 .3 Existing conditions Page 5 of 5 Right OB 0.022 160.13 7.70 7.70 41.29 4.09 5.36 1.88 659.5 5.39 0.35 1.88 0.42 0.11 Left OB Channel Right OB 0.022 0.035 0.022 85.00 85.00 85.00 63.21 115.61 124.72 63.21 115.61 124.72 128.18 263.58 317.24 21.10 17.00 29.00 2.03 2.28 2.54 3.00 6.80 4.30 8568.2 17618.7 21205.4 22.23 17.00 31.23 0.04 0.10 0.06 0.08 0.22 0.14 0.07 0.13 0.17 0.02 0.02 0.05 Existing conditions 0 2714 100 2714 Page 6of6 Upstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev 0 Sta Elev Sta Elev Sta Elev 2707 9 2705 22 2700 39 2700 68 2705 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 22 .035 39 .022 Bank Sta: Left Right Coeff Contr. Expan. 22 39 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 2714 100 2714 Downstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev 0 2710 Sta Elev Sta Elev Sta Elev 7 2699 11 2699 40 2705 50 2710 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 7 .035 11 .022 Bank Sta: Left Right Coeff Contr. Expan. 7 11 .1 .3 Upstream Embankment side slope Downstream Embankment side slope = - 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = 0 horiz. 95 to 1.0 vertical Elevation at which weir flow begins - Energy head used in spillway design - Spillway height used in design Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Box 12 16 FHWA Chart # 8 - flared wingwalls FHWA Scale # 1 - Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit 17.5 60 .013 .013 0 Loss Coef Upstream Elevation = 2700 .1 5 Centerline Station = 31 Downstream Elevation = 2699 Centerline Station = 15 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) 709.00 Culv Full Len (ft) # Barrels 1 Q Barrel (cfs) Culv Vel US (ft/s) .26 11. 26 709.00 E.G. US. (ft) Culv Vel DS (ft/s) 15.50 2706.89 W.S. US. (ft) Culv Inv E1 Up (ft) 2700.00 2706.80 E.G. DS (ft) Culv Inv E1 Dn (ft) 2699.00 2704.98 W.S. DS (ft) Culv Frctn Ls (ft) 0.31 2703.65 Delta EG (ft) Culv Exit Loss (ft) 0.61 1.91 Delta WS (ft) Culv Entr Loss (ft) p,gg 3.15 Q Weir (cfs) E.G. IC (ft) 2706.14 Weir Sta Lft (ft) E.G. OC (ft) 2706.89 Weir Sta Rgt (ft) Culvert Control Inlet Weir Submerg Culv WS Inlet (ft) 2703.94 Weir Max Depth (ft) Cult' WS Outlet (ft) 2701.86 Weir Avg Depth (ft) Culv Nml Depth (ft) 2.13 Weir Flow Area (sq ft) Culv Crt Depth (ft) 3.94 Min E1 Weir Flow (ft) 2714.01 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 0 INPUT Description: Station Elevation Data num= 5 Sta Elev Sta 0 2710 Elev Sta Elev Sta Elev Sta Elev 7 2699 11 2699 40 2705 50 2710 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .022 7 .035 11 .022 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 7 11 0 0 Expan. 0 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 2704.98 Element Vel Head (ft) 1.32 Left OB Channel Right OB W.S. Elev (ft) 2703.65 Reach Len. (ft) 0.022 0.035 0.022 Crit W.S. (ft) E.G. Slope (ft/ft) 2703.65 Flow Area (sq ft) 6.88 18.60 52.28 Q Total (cfs) 0.006415 709.00 Area (s ft) q Flow (cfs) Top Width (ft) 29.44 Top Width (ft) 43.18 3.18 176.28 76.28 89.55 489.55 Vel Total (ft/s) 9.12 Avg. Vel. (ft/s) 2.96 4.00 29.36 Max Chl Dpth (ft) 4.65 H dr. Depth (ft) 6.27 Conv. Total (cfs) 8851.9 Conv. (cfs) 2.33 2.33 4.65 4.65 2.33 2.33 Length Wtd. (ft) Per.Min 539.1 2200.8 6112.1 Ch E1 (ft) 2699.00 Sheard(lb/sq(ft) 22.91 Alpha Frctn Loss (ft) 1.03 Stream Power (lb/ft s) 0.50 3.14 1.86 17.65 C & E Loss (ft) Cum Volume (acre-ft) 8.54 Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. nl n2 n3 Reach-1 6 Reach-1 5 .022 .035 .022 Reach-1 4 022 035 022 Reach-1 3 022 .035 .022 Reach-1 2 .022 .035 .022 Reach-1 1 .022 .035 .022 Reach-1 .022 .035 .022 Reach-1 •5 0 Culvert .022 .035 .022 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 Reach-1 6 169.9 167 168.28 Reach-1 5 4 132.67 139 149.86 Reach-1 3 52.6 67 90.32 Reach-1 2 144.69 141 139.32 Reach-1 1 156. 155 160.13 Reach-1 .5 85 Culvert 85 8563 Reach-1 0 0 0 0 Existing conditions Page 7 of 7 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. fi xpan. Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 6 5 4 3 2 1 •5 0 .1 .1 .1 . 1 1 1 Culvert . 1 3 .3 3 .3 3 '3 3 Profile Output Table - REC standard Table Reach River Sta Profile Q Total W.S. Elev Max Chl Dpth Vel Chnl (cfs). (ft) (ft) (ft/s) Reach-1 Reach-1 0 PF 1 709.00 2703.7 4.7 Reach-1 .5 1 Culvert 9.5 Reach-1 2 PF PF 1 1 709.00 2706.8 6.8 2.3 Reach-1 3 PF 1 709.00 2706.4 5'6 7.1 Reach-1 4 PF 1 .00 2709..4 3.8 9.3 Reach-1 5 PF 1 29191.00 270 5.0 2.6 Reach-1 6 PF 1 291.00 2709.4 4.1 2.8 291.00 2709.E 2.5 3.1 Existing conditions Page 8 of 8 3229 Plan: EXISTING16x8 box 10/5/2006 2714 RIVERA Reach-1 v __ _ i N Legend WS PF 1 2712 { ................................. ,,.un 2710 .. 2708 a 4 _ 2706 .(O�'i RYs`t?.Q s ...._ ....... ... _..... .............. 111 ,.. �. a � w "rr_ 2704 1 2702 x Y . Y i a f � r t 2700 a ._ N , „e, ... ... .. .. ........._ Ae...... ..... .......... ............. 2698 0 ' 260 400 600 800 Main Channel Distance (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 RS=6 022 j 2716 .035 022 — --- Legend { WSPF1 T 2714 Ground i Bank Sta 2712 I o w 2710 ' e t, 2708 r I i I i 2706 0 10 20 30 40 50 60 70 80 Station (ft) 3229 Plan: EXISTING 16x8 box 10/5/2006 RS=5 2716 022 .035 ._ .022 Legend WSPF1 2714 Ground i Bank Sta I 2712 i c 2710 p W 2708 --- _.— �p €l, g t'-firt}tiiti 1+t;t x 2706 i 2704 0 10 20 30 40 50 60 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 IRS 2714 .022 .035 — , 022 Legend WS PF 1 2712 _ Ground ___.... 0 - Bank Sta .. 2710 c > c n Y UJ 2708 t y - k f4 � ets 3F �, 7 f v v "v" .1 tip`• 2706 ;yt1 'Y C2 f SS y'd�r P ➢ Y+ £ f ,� Ae , 2704 0 10 20 30 40 50 Staton (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 IRS =3 2714 .022 ��---- .035 - - 022 -->�— Legend WS PF 1 2712 Ground ? Bank Sta 2710 0 a� w 2708 2706 E r 6 4a: flfl .aak s-�am a Zotr . 2704 0 10 20 3`0 40 50 60 Station (ft) p- c 0 m w F9 c 0 a� w 3229 Plan: EXISTING16x8 box 10/5/2006 DC -n ,.,• 4u 50 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 DC-4 -- nv ou 60 70 Station (ft) I 3229 Plan: EXISTING16x8 box 10/5/2006 RS = .5 Culy 2714 022 035 } 022 t7 er,xr ? r33 +s 3 a - t x x L s r s t7 r s # x i 5 s Legend .r i+ t� 1 tad t i' I} '�d s o #, i t ,�,• .?5� Y%'' ae� 2712Sp F 1 — u'?�4"t` Ground )` :. r"'k x b3' �b.Y€`..," r wr '�; v 3 s as �'� a" x6 Bank Sta 2710)af 4�a�°� � TV�..�`�� �k'a ,a i ,: 2708 s i Y� ri ✓ �}rai'344r� tg }a 3s kf a w 2706 r k bS Vr s" &,n3tv� F F a .7 rash 3# V q �° r 3:' � 2704 > .s{�q�,x�Ai �� 'f Sc `.4 'XI 'e A q �• �- i� e ', k t�# S i "'-� rev a ;. � �:. 2702 x X ' 2700 •' � 5 0 10 20 30 40 50 60 70 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 IRS = .5 Culy 2714 022 .035 .022 « t SY R S Y J 3} 4 t 2712 Ground 2710 v4> 4 Pr'r a w #R�4Mt a rx� 4z s Bank Sta 2708 ,art #A� 6�T& sy 3 �i 4'�.. ca 2706 P ti }} a � a �. { 2704 ` a�x 2702� r� ins p g S i{� r l;yFa 2700 2698 0 10 20 30 40 50 Station (ft) 3229 Plan: EXISTING16x8 box 10/5/2006 RS=0 022 — 035 2710 -- 022 -- Legend WSPF1 2708 - i Ground • Bank Sta 2706 -- c 2704 yt - 9 2702 - .....--- 1 V J 2700 +E 2698 } 0 10 20 30 40 50 Station (ft) ..........................'�4('••.... �\ E �XISTI:NG 16' X12' RCBC L A N '. A N J A n .................. J cm v 1745 EAST RIVER ROAD - SUITE 101 rn TUCSON, AZ 85718 .0 520.795.1000 (FAX) 520.322.6956 Y ENGINEERING COMPANY rickengineering.com .o Tucson Phoenix San Diego Riverside Orange Sacramento 14 LEGEND 1 1 HYDRAULIC CROSS SECTIONS A CONCENTRATION POINT °O° REGULATORY FLOODPLAIN LIMITS OFFSITE DESIGN FLOWS WATERSHED [CP] AREA [AC] Q100 [CFS] I 40.00 291 II 116.00 709 HECRAS SUMMARY TABLE RIVER STATION Q TOTAL [cfs] W.S. Elev. MAX CHL. DPTH. [ft] VEL. CHNL. [ft/s] 0 709 2703.7 4.7 9.5 Culvert 1 709 2706.8 6.8 2.3 2 709 2706.4 5.6 7.1 3 709 2707.8 3.8 9.3 4 291 2709.4 5 2.6 5 j 291 j 2709.4 4.1 2.8 6 1 291 1 2709.6 2.5 3.1 FIGURE 1 DRAINAGE EXHIBIT FOR NAll$ANJA - CANADA DATE: 10-12-06 PAGE 1 OF 1 \ nor v_ I UU i art I ur'13 I uI Iuur u5 \ I N I UTv i u Orel I \:) i u. pen a: \3eq'J \-)ZZ'J s\-)cZy_ar_graexcpTu I . agn I2-OCI-2006 08:35 La Canada Drive & Naranja Drive Grading Exception Drainage Statement OV12-06-16A Engineering Comments September 6, 2006 Provide information on previous studies referenced in the drainage statement. Indicate the study sited. Provide hydrologic and hydraulic data. Provide a culvert analysis for the box culvert under Lambert Lane. Show head water in relation to nearby finished floor elevations. TM ENGINEERING COMPANY Mr. Craig Civalier, P.E. TOWN OF ORO VALLEY — ENGINEERING DEPARTMENT 11000 North La Canada Drive Oro Valley, Arizona 85737 4Ur O zove SUBJECT: DRAINAGE STATEMENT FOR LA CANADA-NARANJA — GRADING EXCEPTION REQUEST REC JN 3229-B Dear Mr. Civalier: Please accept this letter as a drainage statement in support of the grading exception request for the above referenced project. The objective of this statement is to help establish minimum pad elevations with respect to base flood elevations associated to existing regulatory floodplains along the north and west boundaries. The analysis presented herein is based of on preliminary hydrologic information, which has been obtained from a previous study, and a detailed engineering hydrologic and hydraulic analysis is yet to be performed for the project site. The site is impacted by two (2) existing grouted rip -rap engineered channel along the West and the north boundaries. As per reference material from previous studies, the flows associated to said floodplains are Q 100=709 cfs and 291 cfs respectively. Figure 1 in Appendix B is a copy of said reference material. Two channel sections have been rated to obtain the critical base flood elevations in order to determine minimum finished floors elevations. The following table summarizes the hydraulic section parameters. Appendix A contains the hydraulic models and Figure 2 in Appendix B depicts the cross section locations. 1745 East River Road, Suite 101 TUCSON PHOENIX Tucson, Arizona 85718-7633 • (520) 795-1000 SAN DIEGO RIVERSIDE FAX: (520) 322-6956 • rickengineering.com ORANGE SACRAMENTO HYDRAjJr.ir rrDnov r,,,...,_�__ _ If you have any questions or require additional information, please do not hes' Navarro or myself from our office. state to call Alberto Sincerely, RICK ENGINEERING COMPANY, INC. Paul J. Iezzi President APPENDIX A Hydraulic Models CROSS SECTION 1 Cross Section for Irregular Channel Project Description Worksheet SECTION 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Manning s Coefficient 0.033 Slope 0.018000 ft/ft Water Surface Elevation 2,707.72 ft Elevation Range 2,704.70 to 2,714.00 Discharge 710.00 cis 2,714.00 2,712.012 2,710.00 2,708.00 2,706.00 2,704.00 0+ -- WrID U+1U 0+25 0+30 0+35 0+40 VAN H:1 N TS gA324913229bXhydro13229b.fm2 Rick Engineering Company Project Engineer. User b8/09/06 04:59:36 PM ©Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA FlowMaster v6.0 [614e] (203) 755-1666 Page 1 of 1 CROSS SECTION 1 Worksheet for Irregular Channel Project Description Worksheet SECTION 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.018000 ft/ft Discharge 710.00 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho. Horton's Method Results Mannings Coefficient 0.033 Water Surface Elevation 2,707.72 ft Elevation Range 2,704.70 to 2,714.00 Flow Area 69.1 ftz Wetted Perimeter 30.50 ft Top Width 28.96 it Actual Depth 3.02 ft Critical Elevation 2,708.01 ft Critical Slope 0.012772 ft/ft Velocity 10.28 ft/s Velocity Head 1.64 ft Specific Energy 2,709.36 ft Froude Number 1.17 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+08 0.033 0+08 0+28 0.035 0+28 0+40 0.033 Natural Channel Points Station Elevation (ft) (ft) 0+00 2,709.00 0+08 2,705.00 0+20 2,704.70 0+28 2,705.00 0+40 2,714.00 \3249\3229b\hydro\3229b.fm2 Project Engineer. User 8/09/06 04:59:24 PM p Haestad Methods, Inc. 37 Brookside RoadRick Waterbury, CompanyOCT 06708 USA FlowMaster v6g [I of I (203) 755-1666 Page 1 of 1 CROSS SECTION 2 Cross Section for Irregular Channel Project Description Worksheet SECTION 2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.033 Slope 0.013000 Wit Water Surface Elevation 2,707.58 ft Elevation Range 2,705.70 to 2,715.00 Discharge 291.00 cfs 2,715.00 2,713.0C 2,71 1.00 2,709.00 2,707.00 2,705.00 0+ - -- v-J;J UtzU U+25 0+30 0+35 0+40 0+45 0+50 VA L HA N TS gA324913229b\hydrM3229b.fm2 Project Engineer. User �8/09/06 05:00:09 PM ©Haestad Methods, Inc. 37 BrookRk Engineering side Road Waterbury, CT 06708 USA FlowMaster v[ (203) 755-1666 Pagag e I of of I CROSS SECTION 2 Worksheet for Irregular Channel Project Description Worksheet SECTION 2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.013000 ft/ft Discharge 291.00 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho. Horton's Method Results Mannings Coefficient 0.033 Water Surface Elevation 2,707.58 it Elevation Range 2.705.70 to 2,715.00 Flow Area 43.9 f12 Wetted Perimeter 29.65 it Top Width 28.93 it Actual Depth 1.88 ft Critical Elevation 2,707.53 ft Critical Slope 0.014533 ft/ft Velocity 6.63 ft/s Velocity Head 0.68 it Specific Energy 2,708.27 ft Froude Number 0.95 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+08 0.033 0+08 0+30 0.035 0+30 0+50 0.033 Natural Channel Points Station Elevation (ft) (ft) 0+00 2,710.00 0+08 2,706.00 0+19 2,705.70 0+30 2,706.00 0+50 2,715.00 g:\3249\3229b\hydro\3229b.fm2 Project Engineer. User �18/09/06 04:59:58 PM © Haestad Methods, Inc. 37 Brookside RoaRick d- WCompany CT 06708 USA (203) 755-1666 I FlowMaster v6.0 [614e) Page 1 of 1 APPENDIX B Figures --.' tt j : , !1 • lJ� E -!!B i 2,HYDROLOG Quo 41. Lz L ''- I, .r7n.7'• Zoo• I ••' 2T t ?,` i 4`t .. .'MCP Couk55olor i j . 1 _ ' _ • _ Y, , • • . "'. r;;��` Qfod • .�� �= .. •� , .t,.' ,tea � .:.: 1 l •' � � ,, � � ' � • v - kjE ' .. i . ; i• I • • a �. L i FLOODPLAIN LIMITS i a7s a�7issG S s!.o ez ,. � t - ' •rues' ; a s- IrARAj f lA DRWE ' n•'�/7%arware ^y:� ' < n-7dgnY :ruaets' � � RICK - NGD EERNG COMPANY 5151 East Broadway Blvd suite Soo T=on, Arizona 85711 Ty (MO) 795-lo00 FAX (510):M-6956 F I G U R E 5 v 1745 EAST RIVER ROAD - SUITE 101 TUCSON, AZ 85718 .0 520.795.1000 6 (FAX) 520.322.6956 Y ENGINEERING COMPANY rickengineering.com o 3 Tucson Phoenix San Diego Riverside Orange Sacramento D 1 " = 60' LEGEND CD____0 HYDRAULIC CROSS SECTIONS HYDRAULIC CROSS SECTION SUMMARY Section Q100 SLOPE WSEL FREEBOARD (MIN) FIFE [CFS] [FT/FT]� [FT] [FT] [FT] 1 709 0.018 2707.8 1 2709 2 291 0.013 2707.6 1 2709 FIGURE 2 DRAINAGE EXHIBIT FOR NAILDXANJA m CANADA1. DATE: 8-9-06 PAGE 1 OF 1 \\srv_TUci\KICK�:)-ranaaras\iplotvlU\ren\blU.pen G:\3249\3229B\3229_dr_grdexcpt0l.dgn 09-AUG-2006 17:09 TOWN OF ORO VALLEY AUG 10 2006 PLANNING AND ZONING DIVISION 11,000 N. LA CANADA DRIVE, ORO VALLEY AZ 85737 Phone: (520) 229-4800 Fax: (520) 742-1022 APPLICATION FOR GRADING EXCEPTION DATE: 08.10.06 OV CASE NO.: 0 VJ Q - O (o — l to.i PROJECT NAME: LA CANADA-NARANJA PROPOSED USE: COMMERCIAL BUILDING NO. OF UNITS: 2 ACRES: 2.8 PARCEL NUMBER/TAX CODE: 224-10-002B PROPERTY DESCRIPTION:N350' S425' W350.32' E425.32' SE4 SE4 2.81 AC SEC 3-12-13 NATURE OF REQUEST/MODIFICATION TO GRADING ORDINANCE REQUESTED: Exception to section 27.9 of the town of Oro Valley Grading Ordinance to extend the limit of cut to 8' and fill to 15' APPLICANT: Rick Engineering Company ADDRESS: 1745 E. RIVER ROAD, SUITE 101, TUCSON, AZ 85718 PROPERTY OWNER: JON TATE ADDRESS: 2572 Saguaro Bluffs PHONE NO.: 520 275-6105 FAX NO.: 520-579-5755 PROJECT ENGINEER: Tri Miller SIGNATURE: DATE: Submittal Requirements: x: Fee $1,300.00 _x : 12 Copies of the proposed grading plan. (Size 24 X 36) x : List of property owners within 300 feet of the proposed site. x: Written documentation to justify the Grading Exception. Submit application at least 21 calendar days prior to the desired hearing date. Follow Section 22.10.E of the OVZCR to prepare the plans. Revised 6-29-05 Chapter 15 GRADING ORDINANCE ARTICLE 15-1 PURPOSE AND INTENT OF THIS ORDINANCE Sec.15-101^ Puraose 5 lfc 2 7, �7 The purpose of this ordinance is to provide for the public health, safety, and general welfare and to protect and preserve the aesthetics of the natural environment through regulation of all types of excavation and earthwork on private and/or public land. The grading regulations contained in this ordinance are designed to: Regulate the development of potentially hazardous terrain; and 2 -Jg' Preserve, where possible, or recreate the natural contours, the native vegetation and the visual character of the site in harmony with the surrounding terrain; and 3 47"' Enhance the quality and value of new development; and 4' XS Maintain property rights and property values of adjacent developed and undeveloped parcels. Sec.15-102 Intent The regulations, as set forth in this ordinance, have been prepared in the context of Oro Valley's specific desert environment. They are intended to complement the applicable provisions of the Hillside Development Zone and the Floodplain Management Ordinance, and not to authorize any grading activity prohibited by this ordinance or any Town ordinance. The intent of this grading ordinance is to assure that the design and implementation of all grading projects shall: IX. 1 Avoid scarring and other adverse visual impacts resulting from cut, fill and any other type of ground disturbance; and ,W Z Blend with the natural contours of the land; and �G 3 Restrict the areas of disturbance and volume of material displaced to the minimum amount necessary to implement the planned development; and .H Limit mass grading to residential subdivisions with an average lot size of 15,000 square feet or less; and Employ measures that: G l- Ensure that graded hillside, slopes or other areas subject to erosion are stabilized; and S 21 Reduce the erosion effects of storm water discharge, preserve the flood -carrying capacity of natural or constructed waterways by limiting soil loss, and protect drainageways from siltation; and C -�r Minimize dust pollution and surface water drainage from graded areas during grading and development; and 04 ./d` Ensure that proposed development activity is designed and implemented to avoid adverse impacts and appropriate restorative measures; and 15-2 Chapter 15 GRADING ORDINANCE �! Encourage phased projects, to preserve natural contours and vegetative communities until such time as grading must necessarily occur on a site. ARTICLE 15-2 APPLICABILITY This ordinance shall apply to all grading operation for which applications were received subsequent to its adoption date (August 19, 1998), unless exempted by Section 15-204 below. If a conflict between this and any other Town ordinance exists, the more restrictive shall apply. This grading ordinance shall not be construed to prevent the enforcement of other laws that prescribe more restrictive limitations, nor shall the provisions of this ordinance be presumed to waive any limitations imposed by other Town ordinances. The design, implementation and mitigation of grading regulated by this ordinance shall be reviewed prior to the issuance of any grading permit, to ensure full compliance with the regulations, requirements and specific standards as set forth herein. Grading permits must be obtained, after plan approval, as follows: Sec. 15-201 Type I Gradine Permit A Type I Grading Permit is required for the following: A. A residential development on a single lot, other than those defined as Type 2 or 3. B. Alteration of existing stabilized slope of 3:1 or greater, on a residential lot. C. Addition of paved areas such as concrete or asphalt, in excess of 1,000 square feet on a residential lot. D. Import and stockpiling of 100 cubic yards or more of earthen materials on a residential lot. E. Clearing vegetation from a residential lot, which encompasses an area of 1,000 square feet or more. Sec. 15-202 Type 2 Grading Permit A Type 2 Grading Permit is required for any new public or private street or roadway, a commercial, office or resort project, or any residential development consisting of more than two platted lots. Mass grading, as defined herein, shall be permitted only for new residential subdivisions, with an average lot size of 10,000 square feet or less (Rl- 10, R1-7, SDH-6 zoning designations). Mass grading on lots between 10,000 and 15,000 square feet is allowable with an Exemption pursuant to Section 15-501. 15-3 ti Chapter 15 GRADING ORDINANCE Sec.15-203 Type 3 Grading Permit A Type 3 Grading Permit is required for stockpiling of earthen materials. A Type 3 grading permit shall be required for the installation of utilities and other infrastructure for which a Type 2 grading permit is not required. Utility and other infrastructure installation confined to the Town of Oro Valley right-of-way and requiring a right-of-way permit will not be required to obtain a Type 3 grading permit. However, a grading plan pursuant to Section 15-301.A. shall accompany the right-of-way permit application. The Town may waive the requirements for the grading plan should staff determine that the scope of the grading activity does not warrant such a plan. See.15-204 Exemptions to this Ordinance The following activities are exempted from this ordinance: A. The clearing, brushing or grubbing for activities exempted in this subsection; B. Stockpiling of less than 100 cubic yards of uncompacted earth material; C. Resurfacing or maintenance of an existing paved surface; D. New pavement of less than 1,000 square feet; E. Individual sewage disposal system with a Pima County Department of Environmental Quality permit; F. Excavation below finished grade for a basement, foundation, wall or swimming pool authorized by a building permit or zoning construction permit; G. Excavation below existing grade for any story of a structure as long as the finished grade immediately outside the structure meets all other cut and fill limitations. H. Exploratory excavation under the direction of a Soil Engineer or Engineering Geologist provided all excavation is property backfilled. Whenever possible, such exploratory excavation and testing shall be conducted only in areas which have been previously disturbed; I. Archaeological exploration conducted under state permit by a qualified archaeologist; J. Removal of selected individual plants for storage and replanting; K. Grading for the maintenance of an existing private access, road or driveway, provided that it either existed prior to adoption of, or was established in conformance with, this ordinance. 154 ti t 4 A - Chapter 15 GRADING ORDINANCE ARTICLE 15-3 SUBMITTALS AND PROCEDURES FOR TYPES 1, 2 AND 3 GRADING PERMITS Sec. 15-301 Type I Gradine Permits A Type I grading Permit requires a completed grading permit application, a grading plan and soils report. A hydrology study and Floodplain Use Permit may be required when deemed necessary by the Town. A. Type I Grading Plan Requirements 1. Plan submittal shall be in the form of one set of right reading sepias, and shall be drawn to a 1" _ 20" scale. 2. Grading plans shall be prepared by a qualified, registered professional per the latest revision of the Codes and Rules of the Arizona State Board of Technical Registration where 15% or greater slopes occur on a lot and/or where the average cross -slope of the building pad is greater than 6%. On parcels or lots with 15% or steeper slopes, the applicant shall submit a slope and soils analysis report prepared by a registrant qualified in accordance with the above criterion. The report is necessary to determine that construction on the slopes can be accomplished in a safe manner, and that grading activity and the finished product will not create a hazard to the landowner nor create a hazard or nuisance to adjacent property owners. At a minimum, said report shall provide a foundation design, maximum slope of cut and fill, slope stabilization methods, suggest construction methods to minimize disturbance to the slope and provide a design for drainage and erosion control facilities to be installed during and after construction. 3. Plans shall include topography on 1 foot or 2 foot contour intervals, tied to a recognized benchmark, as prepared by a Civil Engineer or Registered Land Surveyor. 4. The exterior boundaries of the site, including length of property lines and bearings. 5. Include location of all existing and proposed utilities. 6. Show location of existing streets or easements, and proposed point of entry and access roads to the grading site. 7. Show the existing and proposed finished grades of the area to be graded, including spot elevations and/or revised contours. 8. Indicate the extent of graded areas, shaded and labeled "Graded Area", and location of structures to be constructed. 9. The existing grade at the primary building corners of all structures and proposed finished floor elevations; and the proposed building heights, shown to conform to height restrictions as specified in the Town Zoning Code. 10. The location and type of proposed mitigative measures such as revegetation, riprap or retaining walls. Slope interceptor drains shall be a part of the submittal design when slopes exceed 2:1 and when slopes in excess of 1.5:1 terminate at the top of retaining walls. 11. An interim (temporary) erosion control plan per Section 15406 shall be submitted with the permit application and grading plan. The interim erosion control devices shall be installed prior to 15-5 Chapter 15 12. 13. GRADING ORDINANCE commencement of grading activity. Details showing mitigative measures where driveways cross natural or constructed drainageways (where applicable). Sectional cuts through proposed structures on a line perpendicular to the slope may be required to better illustrate the plan. B. Tvne 1 Grading Permit Application and Review The Grading Permit application, grading plan, and other required materials shall be submitted for review to the Town or Oro Valley. The Grading Permit application shall be completed and signed by the owner or owner's authorized representative. The grading plan will be reviewed for consistency with the applicable regulations and standards, and if approved, a grading permit will be issued. The Town may issue the grading permit with additional conditions as deemed necessary. If determined to be inadequate, the materials submitted will be returned for corrections. The applicant may resubmit, corrected plans, or materials necessary to conform to submittal requirements. C. Type I Grading Permit Issuance and Expiration Upon issuance of a grading permit, a copy of the permit and approved plan shall be kept in a conspicuous and accessible location on the site. A grading permit shall be null and void if the authorized work has not been completed within 180 days of permit issuance. D. Type I Grading Permit Extensions and Reapplication Upon written request by the permit holder, the Town may grant a single extension up to 180 days. Requests must be submitted prior to the date of expiration. Longer extensions may be granted to complete archeological work in accordance with Section 15411 D. Consideration will be given to extension requests when quantifiable evidence is submitted. A reapplication for a grading permit shall be treated as a new application; fees and additional conditions may be imposed as a result. E. Type 1 Inspections Pre -grading (when required by subdivision plat notes): The inspector will verify limitations for building pad and other areas to be graded, and identify vegetation required to be salvages. The grading limitations must be staked or otherwise clearly identified prior to inspection. Rough grading (to be done prior to construction of residence): The inspector will verify grading to be within limitations of approved plans. Certification of the building pad elevation by a registered land surveyor or civil engineer shall be presented to the inspector at this time. Final grading (to be done prior to final building inspection): The inspector will verify that all prescriptive requirements of the approved grading/site plan have been satisfied. 15-6 4 I Chapter 15 GRADING ORDINANCE F. Type I Incomplete Final Grading: Temporary Occupancy In the event that the final grading cannot be completed in its entirety, an assurance, in a form acceptable to the Town, may be posted to allow inspection and occupancy of the residence. This assurance shall be in an amount equivalent to 120% of the cost to complete the work as shown on the approved grading plan and/or in compliance with this ordinance. A cashier's check made payable to the Town of Oro Valley is an acceptable form of assurance for this purpose. The determination of the cost of the remaining work shall be by bids acquired by the permittee. The building official shall make the final judgement as to the adequacy of the assurance amount. If the balance of the work has not been completed within 120 days of the date of the temporary certificate of occupancy, the Town may use the assurance to complete the work. When an assurance is to be posted as a temporary substitute for a final grading inspection, it will still be necessary to have adequate drainage away from the structure. In addition, temporary or permanent means of preventing silting onto public rights -of -way will be required. Sec.15-302 Type 2 Gradine Permits A Type 2 grading permit application requires a grading plan (prepared by or under the supervision of a registered civil engineer) approved by the Town, soils report, and a completed grading permit application. Where applicable and -not otherwise.submitted, drainage improvement plans -shall be required also. - - - - - - - - A. Type 2 Grading Plan Requirements: All Type 2 grading plan submittals must address, or include, the following information: 1. The existing and proposed finished grade contours prepared by a qualified professional per the latest revision of the Codes and Rules of the Arizona State Board of Technical Registration, or sufficient spot elevations for construction and drainage flow determinations (with additional information pursuant to Section 15-302.A.2, below, if applicable) of the area to be graded, one or two -foot contour intervals for slopes up to 15 percent. All slopes over 15 percent shall be identified on the grading plan. Said plan shall be prepared at a scale of 1" = 40' unless some other scale is approved by Town staff. 2. The extent of graded areas shall be clearly identified and labeled "graded area" and where structures are to be constructed, the following shall be included on the plan: a. Spot elevations shall be shown for finished grade within the building envelope; and b. All building pads shall be labeled/identified, showing the existing grade at the primary building corners, and proposed fmished floor elevations; and C. To ensure adequate drainage on individual mass graded lots and to minimize the effects of drainage on individual single family residences (SFR), the minimum finished floor elevation (FFE) for a SIR shall be determined as follows: A difference of ten (10) inches plus 1% shall be established between the drainage 15-7 Chapter 15 GRADING ORDINANCE discharge (low) point on the property line and the FFE for the corner of the SFR farthest from said low point. See illustration 15-1.C. 3. The general topography for 100 feet beyond the perimeter of the site, or as specified by the Town. A description of the interim (temporary) erosion and storm water pollution mitigation and drainage control methods to be used, including elevations, dimensions, quantities and locations must be provided. Such controls must remain in place, and be maintained during the entire grading operation and until such time as the project is complete and the site permanently stabilized to the satisfaction of the Town. Also see Section 15406. 4. The exterior boundaries of the site, the basis of bearing and a benchmark to establish the vertical datum 5. The extent and manner of preserving, relocating, clearing and disposing of vegetation. 6. The final ground cover, revegetation, erosion control and proposed methods for cut or fill stabilization, based upon the soil report, and in compliance with the approved landscape/buffer yard plans. 7. Access roads, haul routes and points -of -entry to the grading site. 8. If drainage improvement plans have not been submitted separately, or if interim drainage conditions exist because of project phasing, plans for: a. drainage or other protective devices to be constructed as part of the grading; b. The drainage area and estimated runoff of the area served by drains. 9. A letter from either the Arizona State Museum, the State Historic Preservation Office, or an archeologist registered with the Arizona State Museum stating the probability of archeological resources being discovered on the site, and the agency or individual's recommendation as to whether an archeological survey is needed. Should a survey be required, the results shall be submitted to the Town. 10. The off -site disposal location and estimated quantity of earth material to be removed from the site during grading. 15-8 1 4- Chapter 15 GRADING ORDINANCE 11. For all sites subject to coverage by the National Pollution Discharge Elimination System (NPDES) Permit, a copy of the "NOTICE OF INTENT" of industrial activity, filed with the United States Environmental Protection Agency (EPA) shall be provided. Additionally, a copy of, or a description of, the "STORMWATER POLLUTION PREVENTION PLAN" required by EPA shall be provided. 12. The grading plan submitted shall (if applicable) conform to rezoning site analysis, any conditions placed on rezoning (if applicable) and any conditions imposed on development plan, preliminary or final plat approval. 13. A professional per the latest revision of the Codes and Rules of the Arizona State Board of Technical Registration shall seal the grading plan. 14. The applicant shall pay appropriate review fees adopted by Town Council Resolution. B. Type 2 Soils Report Requirements 1. The report shall contain all geotechnical engineering information and recommendations applicable to the project and shall be sealed by the soil engineer prior to submittal. The minimum geotechnical information to be included in the report is as follows: a. Soil stability, angle or shear, and maximum recommended slope ratio of all proposed cuts or fill; b. Erosion vulnerability of all graded areas and created slopes; C. Storm water siltation potential of soils for all graded areas and created slopes; d. Description of soil constraints on the structural design of all foundations, footings and walls; e. Recommended compaction treatment of all fill areas; f. Identification of any potentially hazardous geotechnical areas where construction is proposed; g. For all graded areas utilizing slope treatments other than those is Sec 15-401, the report shall include the recommended treatment for stability, erosion and siltation control; IL Determination of a pavement design section for roads, driveways and parking areas; i. Soil classification and design bearing capacity shall be included in the soil report for all areas where structures are proposed. 2. The civil engineer or qualified registrant responsible for preparing the grading plan shall adhere to recommendations of, and make reference to, the soils report in the grading plan and statement. Report recommendations shall become conditions of the grading permit. 3. The applicant's project soils engineer shall provide to the Building Official, a copy of the soils report and soil test results that confirm the foundation sub -base requirements have been met. 15-9 Chapter 15 GRADING ORDINANCE C. Type 2 Grading Permit Application 1. The grading permit application, grading plan and other required materials shall be submitted to the Town for review and approval. 2. The grading permit application shall be completed and signed by the property owner or his/her authorized representative. 3. Permit fees are payable to the Town in accordance with the fee schedule adopted by the Town Council. 4. At the discretion of the Town, grading assurances may be required in the form of assurance or other security acceptable to the Town. In the event that grading is not completed as approved, the assurances may be applied to: a. eliminate potential hazardous conditions; or b. mitigate the effects of dust, drainage, erosion, visual scars or hazardous conditions in a manner acceptable to the Town. D. Type 2 Grading Permit Application Review 1. Grading plans and related submittals will be reviewed concurrent with the final plat or - - development plan (submitted after-DRB approval), -plant -salvage and landscape plan for the- - project. 2. Grading plans, soils and drainage reports will be reviewed for consistency with applicable regulations and standards, plant salvage and landscape plans and any conditions imposed upon rezoning, development plan or subdivision plat approval. Plans determined to be inadequate or incomplete will be returned for correction and resubmittal. Where inconsistency between plans is evident, the appropriate plan will be resubmitted for review and approval. 3. The Town will provide written review comments and/or redlined plans to the applicant upon review. 4. Prior to approval of the grading plan, soils report and drainage report, the Town may inspect the site to determine that the submittals are current and reflect existing conditions. 5. The Town shall require the plans and specifications to be modified to make them consistent with this code and/or any prior conditions placed upon approval of the project. A grading permit may be issued with additional conditions. 6. When the grading plans (and improvement plans) meet applicable Town codes to the satisfaction of the Town, the Town Community Development Director or his/her designee will sign the approval block on said plans. E. Preliminary Grading Plan 1. A preliminary grading plan shall be submitted concurrently with the initial submittal of a preliminary plat and development plans. 15-10 Chapter 15 GRADING ORDINANCE 2. The preliminary grading plan shall provide (but is not necessarily limited to) the following: a. Limits of grading b. Estimated maximum height of cuts and fills C. Finished slope for cuts and fill d. Existing topography at a minimum 2 foot contour interval e. Sufficient spot elevations (or contour lines) for proposed graded areas f. Other information as required by the Town based on conditions particular to the property proposed for development. F. Tvne 2 Grading Permit Issuance and Expiration 1. Issuance: The Town may not issue grading permits until the Town Council has approved the final plat or development plan and the necessary assurances have been posted. A copy of the permit and approved plan shall be kept in a conspicuous and accessible location on the site. The following list includes, but is not limited to, the items required to be approved or on file with the Town prior to issuance of the grading permit: a. Proof of review fee payment b. Soils report C. Salvage per approved salvage plan d. Landscape plan/landscape assurances - - - - - e•- - -Hydrology report f. Proof of submmital of EPA N.O.I. in accordance with U.S. g. Environmental Protection Agency requirements h. Storm Water Pollution Prevention Plan i. Grading Permit application j. Approved improvement plans k. Archeological Clearance Letter 1. Pavement design report m. Copies of recorded easement/letters of agreement n. Executed assurances 15-11 Chapter 15 GRADING ORDINANCE 2. Expiration: A grading permit shall be null and void if the authorized work has not been completed within 12 months of permit issuance. At the discretion of the Town, a preliminary Type 2 grading permit may be issued prior to final plat or development plan approval by the Town Council for the purposes of clearing, brushing and grubbing only, provided: a. The Town staff has reviewed the grading plans and determined that said plan is viable; and b. The preliminary grading will occur in accordance with the approved preliminary grading plan (Section 15-302E) and no clearing, brushing or grubbing will take place within 25 feet from the boundaries of the future development envelope, exclusive of approved entry points; and C. Restoration assurance for the preliminary grading are collected pursuant to Article 4-9, Oro Valley Zoning Code Revised, prior to issuance of the preliminary permit; and d. The Town has received a copy of an archeological clearance letter; and Town staff members responsible for signing/approving the preliminary grading permit concur with issuance of the preliminary grading permit. G. Type 2 Grading Permit Extension and Reapplication Upon written request by the permit holder, the Town may grant a single extension of up to 180 days. Requests must be submitted prior to the date of expiration. Longer extensions may be granted to complete archeological work in accordance with Section 15411 D. Consideration will be given to extension requests when quantifiable evidence is submitted. A reapplication (after the one time extension) for a grading permit shall be treated as a new application and additional conditions maybe imposed as a result. H. Changes s to Type 2 Grading Permits l . Hazardous conditions: If drainage problems, flood hazards or other hazards occur, the Town may require that engineering modifications be submitted in a report and that the grading design be modified. 2. Non -hazardous conditions: If unanticipated non -hazardous conditions are encountered during grading, which are beyond the scope of the grading permit, the permit holder may request engineering modifications in a report to be reviewed and approved by the Town. I. Type 2 General Inspections 1. The Town will inspect all grading which requires a Type 2 grading permit. The grading permit applicant (or applicant's representative) shall request that a representative of the Town inspect or be on site for the following: a. Limits of grading and temporary fencing to protect natural areas; and b. Rough grading to be done prior to construction of the project. The inspector will verify 15-12 Chapter 15 GRADING ORDINANCE grading to be within the limitations of approved plans. Certification of the building pad elevation by a registered land surveyor or civil engineer shall be presented to the inspector at this time; and C. Aggregate base course (ABC) material prior to paving and during compaction testing of the same; and d. Paving of public and private streets and compaction/material testing of the same; and e. Open water line (and other utilities as specified by the Town) trenches and backfill materials prior to burial of trench; and f. Any grading activity in addition to what was approved on the grading plans; and g. Stockpiling areas on or off -site; and h. Any specific grading activities or areas identified by the Town at the pre -construction meeting (held between staff and the contractor at the time of pennit issuance) or during the course of construction activities; and i. Any on -site and off -site compaction testing or asphalt coring. 2. The permit holder shall provide the Town with an inspection request notification at least 24 _ _ _ _ _ . _(preferably_48)_hours- prior to (or as specified on -the. grading permit) the -time the inspection is- needed. 3. The Town will provide an inspector within two (2) working days from the time the inspection request is received, with the exception of the final grading inspection done in conjunction with the release of assurance. 4. The final grading inspection shall be done with the release of assurances for civil work or finalization of the project. Final grading inspections may be warranted at an earlier point in the project process. 5. If the Town finds site conditions are not as stated in the approved grading permit conditions or approved grading plan, the Town may order work authorized by the grading pemut to stop pursuant to Sections 15-603 through 15-606. 6. Whenever grading work requiring Town inspection is concealed by additional work without first having been inspected, the Town may require by written notice, that such work is:. a. Exposed, for inspection by the Town, at no cost to the Town; or b. Certified by the project civil engineer as being in conformance with approved plans and applicable regulations. 15-13 4- Chapter 15 GRADING ORDINANCE J. Type 2 Final Grading Inspection 1. All required grading work shall be completed in accordance with the grading permit prior to final grading inspection by the Town and full release of assurances or final release of the project. 2. Where conditions of a grading permit or grading plan include the establishment of vegetation or other final site grading work that extends beyond the expiration of the grading permit, the Town will make inspections per Sec. 14-210 of the Oro Valley Zoning Code Revised. K. Type 2 Maintenance of Reve etation The Maintenance of revegetated areas shall be in accordance with Section 14-211, Oro Valley Zoning Code Revised. Sec.15-303 Type 3 Gradine Permit A Type 3 grading permit is required to ensure restoration of areas disturbed by the installation of utilities or other infrastructure not associated with a plat or development plan. A Type 3 grading permit is also required to stockpile fill material. A Type 3 grading permit application requires a grading plan and additional plans or permits, when deemed necessary by the Town. A. Type 3 Grading Plan Requirements 1. _ _ _ -The plan shall be -drawn-to- a_ minimum-1'_' = 40' scale, unless the Town approves another scale - - - - - - - prior to submittal. 2. Approximate topography V or 2' intervals. 3. The plan shall show the location of the site relative to subdivisions, parcel boundaries, roads, washes, and other geographic features as necessary to locate the project site. 4. Show the extent of proposed grading activity. 5. Show the type and location of temporary erosion and drainage control devices. Also see Section 15-406. 6. Show the type and location of permanent restoration and erosion control measures. 7. Provide a narrative of the work to be done, temporary erosion and damage control to be implemented, permanent restoration of the site, and start and completion date of the project. In the case of material left as a stockpile, include the source of the fill and the proposed stockpile height (not to exceed 6'). C. Type 3 Grading, Permit Application and Review Upon issuance of a grading permit, a copy of the permit and approved plan shall be kept in a conspicuous and accessible location on the site. A grading pemvt shall be null and void if the authorized work has not been completed within 180 days of permit issuance. 15-14 Chapter 15 GRADING ORDINANCE D. Type 3 Grading Permit Extension and Reapplication Upon written request by the permit holder, the Town may grant a single extension up to 180-days. Requests must be submitted prior to the date of expiration. Longer extensions may be granted to complete archeological work in accordance with Section 15-411 D. Consideration will be given to extension requests when quantifiable evidence is submitted. A reapplication for a grading permit shall be treated as a new application and additional conditions may be imposed as a result. E. Type 3 Grading Permit Inspections 1. Prior to commencement of grading (or stockpiling), the Town shall inspect the site where said activity is to occur. The applicant shall clearly identify areas to be graded (or earthen material stockpiled). Vegetation to be salvaged shall be identified. 2. During construction/grading activity, the Town may occasionally inspect to ensure erosion/drainage control measures are in place, functional and maintained. 3. Upon completion of grading activity, the Town shall inspect to verify that all prescriptive requirements of the approved grading plan and permit have been satisfied. The Town will do a similar inspection upon removal of stockpiled material. ARTICLE 154 GENERAL GRADING REQUIREMENTS AND NOTES Sec.15-401 Cut and Fill Limitations Cut and fill slopes shall meet the following requirements: A. The maximum depth of a cut or fill shall not exceed six (6) feet measured vertically from the existing grade to the finished elevation. The depth of a cut or fill slope may be increased to 8' when terracing is utilized in conformance with Illustration 15-1.D. The terraces shall be landscaped to the satisfaction of the Town. For any construction, the height of exposed, constructed slopes shall not exceed twelve (12) feet in vertical dimension. Should a PAD (Planned Area Development), existing at the time of adoption of this ordinance, have conflicting cut and fill limitations, the PAD limitations shall govern grading operations within the PAD area. B. Cut or fill slopes 3:1 (horizontal: vertical) or less steep shall be revegetated. At the Town's discretion, the Town may retain sufficient funds from the restoration or landscape assurance to ensure revegetation of slopes again, should the initial revegetation efforts fail to become established to the satisfaction of the Town. C. Cut or fill slopes 2:1 or less steep (but steeper than 3:1) shall be rock riprapped with filter fabric installed beneath the rock. Filter fabrics used shall meet specifications found in the latest edition of the "Pima County — City of Tucson Standard Specifications for Public Improvements)". D. Cut or fill slopes steeper than 2:1 shall have grouted riprap or retaining walls as appropriate. No slope shall exceed 1:1. 15-15 Chapter 15 GRADING ORDINANCE E. Alternative methods of stabilization may be allowed if in accordance with a registered geotechnical (soils) engineer's recommendation and approved by the Town. F. Fill shall be compacted and soil tested in accordance with a soil engineer's recommendations and compaction tests shall be presented to the Town for the permanent record. G. Any structure used to retain slopes shall be designed to blend with the surrounding natural colors of the native rock and soils of the site. The surface shall be rough textured with heavy shadow patterns, which may be achieved by color -treated or veneered surfaces (or other methods approved by the Town). H. It shall be unlawful to dump or push dirt of any quantity over an existing slope (unless approved as part of a Type 1, 2 or 3 Grading Plan). Sec. 15402 Site Revegetation and Stabilization A. All graded areas, except those to be used for agriculture or livestock purposes, shall be revegetated, stabilized and/or constructed prior to the expiration of the grading permit. Should the graded area not be revegetated and/or stabilized per approved grading plans or permit conditions at the time of expiration, the applicant shall have sixty days from the date of permit expiration to revegetate and/or stabilize per approved plans and permit conditions. If after the 60-day period, the applicant has not revegetated and/or stabilized graded areas, the applicant is in violation of this ordinance. The Town may use the posted restoration assurance to restore the native vegetative community or complete the revegetation and stabilization per the - - - - - - approved grading plan.- - - - - - -- - - - - - B. The applicant shall provide the Town with an assurance in a form approved by the Town (See Sec. 4-903) equal to 120% of the monetary amount necessary to hydroseed and revegetate cut/fill slopes or graded areas. Said assurance shall be posted prior to any site disturbance. The assurance shall be held until such time as the grading operation, infrastructure installation, building construction is completed to the satisfaction of the Town, or until such time as the project is deemed abandoned. If, after 12 months from the date of commencement of work, revegetation efforts fail to establish growth to the satisfaction of the Town, the Town may use the assurances to revegetate or apply other erosion control methods to cut/fill slopes or the graded area. Upon request by the applicant, an inspection will be performed by the Town for consideration of the release of the restoration assurance. Sec.15-403 Driveways All driveways shall be paved with a durable asphalt, concrete, brick, aggregate or other surface that will maintain a dust free condition. Sec,15-404 Slone Setback The Town may increase the following slope setbacks, if considered necessary for safety or stability, or to prevent possible damage from water, soil or debris: A. Top of cut slope: The top of cut slopes shall be made not nearer to a site boundary line than one -fifth (115) of the vertical height of cut, with a minimum of two (2) feet. The setback may need to be increased for any required interceptor drains. 15-16 Chapter 15 GRADING ORDINANCE B. Toe of fill slope: The toe of fill slope shall be made not nearer to the site boundary line than one-half (1/2) the height of the slope, with a minimum of two (2) feet. C. Building: Buildings shall be set back from the toe and top of slopes in accordance with the building codes (minimum 5 feet, see Illustration 15-1.A) and the approved soils report. In addition, the building setbacks of the applicable zoning district shall apply. D. Rights -of -way: The required setback of a slope toe adjacent to a public right-of-way may be reduced with the approval of the Town, if there will be no adverse effect and: a. easements are not required, or b. retaining walls are used. Sec. 15405 Restriction of Slope Development For the purposes of this ordinance, a regulated slope is one that has a minimum vertical difference of 6 feet from its toe to top edge, and the regulated sloped area extends for a distance greater than thirty (30) feet in any horizontal direction. New subdivisions shall not create lots where access to any individual lot requires crossing a naturally occurring slope that is 25% or steeper. Nor shall new subdivisions be created where the actual building area for homes or buildings would require grading activity on slopes of 25% or steeper. The design for new subdivisions shall be created to avoid construction on naturally occurring slopes 15% or greater. On parcels or lots with 15% or steeper slopes, any grading on said slopes shall be consistent with restrictions in the Oro Valley Zoning Code Revised, Hillside Development Zone, Article 10-1 of the Oro Valley Zoning Code Revised. Sec. 15406 Erosion Control Systems A. Permanent Systems: 1. Permanent erosion control measures shall be implemented and property maintained to prevent erosion of slopes, and cleared, brushed, grubbed or graded areas. 2. Where cut slopes are not subject to erosion due to the erosion -resistant character of the native materials, erosion control may be omitted upon approval by the Town. 3. Stabilization devices to prevent erosion or sediment deposition on off -site property may be required by the Town. 4. The shoulders of a paved public or private roadway shall be protected against erosion wherever curbing or constructed spillways are not provided. 5. Surface drainage: a. Cut and fill slopes shall be protected from erosion by surface drainage with appropriately designed methods (e.g. surface drainage interceptors); b. Drainage control shall be provided to keep drainage away from foundations; 15-17 Chapter 15 GRADING ORDINANCE C. Any grading activities within a regulatory floodplain shall comply with the Oro Valley Floodplain Management Ordinance. d. Subsurface drainage: Should subsurface drainage be encountered or expected by the soils engineer or the Town, then appropriate measures shall be employed to ensure stability and protection of affected properties from ground water seepage. Methods used to minimize impact by subsurface drainage/seepage shall be approved by the Town prior to installation. B. Interim Systems: Plans for interim erosion control systems shall be submitted with all grading permit applications and shall be approved by the Town. Erosion control measures shall be implemented and properly maintained to prevent erosion of slopes, and cleared, brushed, grubbed or graded areas. Stabilization devices to prevent erosion or sediment deposition on adjacent roads and off -site property shall be required. The applicant shall be responsible for the control of dust emissions and shall use appropriate dust control measures. Applicants who are required to submit a U.S.E.P.A. Notice of Intent (NOI) for coverage under the National Pollution Discharge Elimination System (NPDES) for their project shall provide a copy of the NOI and the Storm Water Pollution Prevention Plan (SWPPP) to the Town prior to issuance of a grading permit. See.15-407 Import and Export of Earth Material A. Loading of earth material shall occur only within the time limits of Subsection 15408 below, and dust - - - - - -- - - - -- - - —emissions-shall be controlled through appropriate dust control measures.- - - - - - - - - - - B. The transportation of earth material on or across public rights -of -way shall be done in a manner that minimizes blowing soil and other hazards. Sec.15-408 Hours of GradinL, A. Grading equipment operation within one-half (1/2) mile of an occupied residential structure shall only be conducted between 6:00 a.m. and sunset Monday through Friday. Grading equipment operation shall only be conducted between the hours of 8:00 a.m. and 5:00 p.m. on Saturdays and Sundays. B. Equipment maintenance involving lights, motors or generators, and occurring within 600 feet of an occupied residential structure, shall not be conducted after sunset, or before 6:00 a.m. C. The Town may allow grading equipment operation or maintenance during other hours, if such operations are not detrimental to the health, safety or welfare of the residents of surrounding properties. D. Permitted hours of operation or maintenance may be shortened by written notice to the permittee, if the Town finds a substantial adverse effect on the health, safety or welfare of the surrounding community. Sec.15409 Phased Grading For all subdivisions containing 75 lots or more, with an average lot size of less than 10,000 square feet, a phased grading concept plan shall be required with the preliminary plat submittal. The Development Review Board shall review this plan. The Development Review Board shall forward their recommendation to the Town Council for their consideration. 15-18 Chapter 15 GRADING ORDINANCE For all projects 10 acres or larger requiring development plans, a phased grading concept plan shall be required with the preliminary submittal. This plan shall be reviewed by the Development Review Board and approved by the Town Council. In considering the phased grading plans, the Development Review Board will review documentation and testimony leading to the following: • A balance in cut and fills, • Efficient installation of infrastructure, • Minimal need for stockpiling earthen material for more than six (6) months, • Minimize the time that graded areas remain exposed, preferably not more than one (1) year. Sec. 15410 Restriction of Vehicles A. No vehicles or equipment shall encroach onto areas designated to remain in a natural state on the approved final plat, development plan, grading, landscape or native plant salvage plans. B. Points -of -entry to the site during grading shall be only as designated on the approved grading plan. C. Access roads to the site during grading shall be only as designated on the approved grading plan. Sec. 15411 Additional Requirements A. During grading, and until revegetation or stabilization has taken place, dust shall be minimized through application -ofapproved-dustcontrolsiraccordance-witirSectiWI3=60"fthe Oro Valle} Zoning -Co e Revised. B. Public rights -of -way, sidewalks and other improvements shall be maintained during grading in a neat and clean condition, free of loose soil, mud, construction debris and trash. Any damaged areas shall be restored to original appearance at no cost to the Town of Oro Valley. C. Debris, fill or equipment shall not be stored within a public right-of-way without a right-of-way use permit from the Town. D. If applicable, archaeological exploration and mitigation work, as recommended by a qualified archaeologist (see Sec. 15-301A.10), shall be performed prior to commencement of grading operations on the affected portion of the site. If, during the grading phase of construction, unexpected archaeological findings are encountered, said grading shall cease and the grading permit shall be temporarily suspended until the significance of said finding is determined and mitigation is provided by a qualified archeologist. The analysis of any fords shall be provided to the Town prior to reactivation of the grading permit, granting occupancy permits or release of Assurances. The expiration date of a reactivated grading permit may be extended for a period equal to the time of suspension necessary to complete archeological work. E. Adjoining property(ies) shall be protected in such a manner as to prevent damage to said property(ies). Protection from caving, settlement and other similar occurrences shall be the responsibility of the permittee (see Sec. 15-602, Liability). ARTICLE 15-5 EXCEPTIONS AND INTERPRETATION REVIEW 15-19 Chapter 15 GRADING ORDINANCE Sec.15-501 Exceptions A. Scope: An exception from a provision of this Grading Ordinance may be applied for, and may be granted by the Town of Oro Valley Development Review Board when the intent of this ordinance can be met by other means and when strict application of these provisions could require unnecessary disturbance to the land, would create a hazard to adjacent property, would be materially detrimental to persons residing in the vicinity or would be materially detrimental to the public welfare in general. B. Findings: Applications for Grading Exceptions shall address each of the below findings. The Development Review Board (DRB) will review all applications for grading exceptions at scheduled public hearings. When reviewing requests for grading exceptions, the DRB shall consider each of the findings and address them in their deliberations. To grant an exception DRB shall find that the request addresses the concerns of each finding and is in substantial compliance with the findings as a whole. 1. The exception meets the intent and purposes of this code; 2. Granting the exception constitutes the minimum to allow the proposed improvement, 3. The conditions on the property are unique such that strict adherence to this ordinance would cause an unnecessary hardship which substantially limits the preservation and enjoyment of property rights; 4. The exception imposes conditions so as not to constitute a granting of special privilege; and 5. That the exception will not be materially detrimental to persons residing in the vicinity, to adjacent property-, to the neighborhood or the public welfare in general. C. Conditions: At the Development Review Board's discretion, conditions may be imposed on the exception that will: Assure that the intent and purpose of this chapter are met; and 2. Provide adequately for the protection of surrounding property owners and residents; and Provide mitigation of scarring and restore the site to a natural appearance in terms of contours and vegetation, where possible. D. Application: The request for exceptions shall be made on a form provided by the Town and may be heard within 60 days. Hearing fees shall be required. E. Review and notice: The Development Review Board will hold a duly noticed public hearing on the exception request and notice of the hearing will be mailed to all property owners within 300 feet of the grading site prior to such hearing. F. A decision of the Development Review Board may be appealed within 20 days of the decision to the Mayor and Council. See. 15-502 Requests for Interpretation A. Scope: Upon request, the appropriate Town representative shall render an interpretation of the regulations 15-20 Chapter 15 GRADING ORDINANCE of the Chapter. Should any person be aggrieved of said interpretation, a request for review of that interpretation may be made to the Development Review Board. At a subsequent meeting, the Development Review Board shall review the interpretation in the matter and render its decision, either to uphold the interpretation, or to make a different interpretation of this Chapter. B. The request for review of an interpretation shall cite: 1. The disputed interpretation; 2. The words alleged to have been misinterpreted. C. Application: The request shall be made on a form provided by the Planning & Zoning Department and will be heard within 60 days. Hearing fees shall be required. D. Review and notice: The Development Review Board will hold a public hearing on the interpretation issue and notice of the hearing will be mailed to the applicant and any other interested, affected party(ies), subject to the Community Development Director approval. ARTICLE 15-6 GRADING PERMIT AUTHORIZATION, LIABILITY, ENFORCEMENT AND PENALTIES See.15-601 Authorization to Proceed with Work The issuance of a grading permit shall constitute an authorization to do only that work that is described or illustrated on the application for the permit, or on the site plans and specifications as approved by the Town. The issuance of a permit, or the approval of drawings and specifications shall not be construed to be a permit for, nor the approval of, any violation of, or deviation from, the provisions of this or any other Town ordinance, code or regulation. A permit issued shall become invalid if, in the work completed, a violation of this article or deviation therefrom ensued. When such violation occurs, the permit shall be deemed to be canceled and the ground shall be restored to the condition it was in prior to start of the grading work. The issuance of a permit, based upon drawings and specifications, shall not prevent the Town from thereafter requiring the convection of errors in said drawings and specifications, or from stopping unlawful construction operations being carried on thereunder. The Town may require grading operations and project designs be modified if weather -generated problems occur that were not considered at the time the grading permit was issued. See.15-602 Liability Neither the issuance of a permit under the provisions of this ordinance, nor the compliance with provisions hereof, or with any conditions imposed in the permit issued hereunder, shall relieve any person from responsibility for damage to other persons or property, nor impose any liability upon the Town for damage to other persons or property. Sec.15-603 Enforcement A. The enforcement of this Grading Ordinance and conditions of the grading permit shall be in accordance with this section. B. If the Town makes a determination that non-compliance with the conditions of the grading permit, or any condition imposed by rezoning, plat or plan approval exists, the Town may issue a stop -work order and/or 15-21 y Y 4 Chapter 15 :: a 1►CtZ� ' a � �__\ice citation. Further, the Town shall hold in abeyance, by written notice, any/all town review of other submittals related to the subject project and the issuance of Town permits for any aspect of it until remedial actions have received the written approval of the Town. Sec.15-604 Stop -Work Orders Whenever the Town determines that grading does not comply with this ordinance or the grading permit conditions, or that the soil or conditions are not as stated on the permit, the Town may order the work stopped by written notice served on any person engaged in doing or causing such work to be done, and/or issue a citation. Any such person shall immediately stop such work until written authorization is granted by the Town to proceed with the work. Sec.15-605 Citations If deemed necessary and appropriate, citations for grading violations may be issued. The Planning and Zoning Administrator will issue the citation. The Town Engineer shall co-sign citations issued for grading violations occurring within Town right-of-way. Sec.15-606 Penalties A. Failure to obtain a grading permit: Unless exempted by this ordinance, failure to obtain a grading permit prior to commencement of grading shall be a violation of this ordinance. However, the Town may issue an exception permit if the Town finds that an emergency existed that made it impossible first to obtain a permit.- B. Violations: A violation of this ordinance may result in issuance by the Town of a stop -work order and/or a citation and penalties in accordance with paragraph C of this section. Payment of fine shall not relieve any person from complying with the requirements of this ordinance. C. Penalties: Failure to comply with the approved grading plan, conditions of the grading permit, and/or grading not in compliance with this ordinance shall cause immediate revocation of all permits. At the Town's discretion, a permit may be issued for the purposes of getting the illegally graded site into compliance with the grading ordinance, for the purposes of re-establishing the grades approved on the grading plan, and for replacing and maintaining protected native plant materials or public property destroyed as a result of the illegal grading operation. New permits for continuing the project shall not be issued until the required fines are paid to the Town. 15-22 Chapter 15 GRADING ORDINANCE Excavation below existing grade for any story of a structure as long as the finished grade immediately outside the structure meets all other cut and fill limitations. ILLUSTRATION 15-1.A Cut/Fill _ pL'PT'// UP /°=/�L� `_r 1� —� U!=!'T�`/ CJr` C117 15-23 T - c. Chapter 15 GRADING ORDINANCE ILLUSTRATION 15-1.A (cont.) - Cut/Fill PR-of� D� LW ' ?�7'.�!l,V. � .�L✓� � ;= ;� -jam/ ' UIVA �1 r ��I Cut or Fill Slopes Set -backs From Property Lines 'fcE� cl=s;,-��c���.� Building Set -backs From Cut or Fill Slopes 15-24 N Chapter 15 ILLUSTRATION 15-1.13 GRADING ORDINANCE BUILDING HEIGHT Building, Height of: shall mean the vertical distance measured from the grade found along the outside walls of a building to the highest point of the building, excluding any chimney. This definition applies only to a building footprint where the natural cross -slope is less than 6%. �:.?s:h G :de 2-asement c. Feunduien t Building Height (Sloped area): shall mean the maximum vertical distance measured from natural grade to the highest point of the building directly above, excluding any chimney. This definition applies only to a building footprint where the natural cross -slope is 6% or more. ti A&ed -ii 1 G-zr_ Building Height Control Line: is located at the building height permitted by Oro Valley zoning above the existing pre -development grade and parallel to the contour of the existing pre -development grade. aeikirs he;& C-=Uf U-ne :J C:. e �cded Fit 15-25 Chapter 15 ILLUSTRATION 15-1-C(1) GRADING ORDINANCE TYPICAL "A" LOT %ems^ l \/ r • � .r 1 'If driveway is located on lowside of lot, the 1 % on the high side may begin at the 20' setback line as long as the 1 % grade to the high side of the driveway can be met. 15-26 Chapter 15 GRADING ORDINANCE ILLUSTRATION 15-1.C(2) TYPICAL "C" LOT �r 0 Guz-wAy 'r 15-27 Chapter 15 ILLUSTRATION 15-1-D GRADING ORDINANCE TERRACING fL� /�vFOiPG CU CL7NCRL-7� Q Olt. N (t/ 15-28 -,-Z tepi t2=fZS/O.{/ s�v,1LL' f Chapter 15 GRADING ORDINANCE ILLUSTRATION 15-1.1) (cont.) 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I ........ ..... ___ ... _ _- - - .--------'..................... ...--.._...._. .. - -.. - - - - - ................... _:.....I.................... ... ........ .. .:. ---.- (1 - ys t� :::.-. Ij -.. a .................... .......... ............................. ............ ... EXHIBIT .. .............. • . .... .. 1. . p.._.,..... .. .. ,. .... A_ CAN�.ADA,=l TUCSON, AZ 85718 �, , 520.795.1000 (FAX) 520.322.6956 rickengineering, -;pan Tucson Phoenix San Diego Riverside Orange Sacramento A PORTION OF SECTION 03, TOWNSHIP 12 SOUTH, RANGE 13 EAST9 GILA 8 SALT RIVER MERIDIAN, TUCSON• PIMA COUNTY. ARIZONA. DATE®7®24-0 SHEET 1 OF 1 G: 3249 3229E 3229ex01 _arad i na• dan 24-JUG --2006 7 i� �)9 PROTECT STATUS Date Received: � -,3- -pq Project Type: 1__�)P Project # / — o 6 Parcel #: �,7y 6 (T 0 C2 A Contact Person PH: `7 9.5 14,16 Fax: r E-mail: 7" w, t l I -? r 4) /?. clk ,L n t .1 v P r , -z i, , C fz r)Planner. . v , - c Date To Principal Planner AI A Pre-App Mtg: Comment Letter Mailed Formal Submittal Date: Date To Principal Planner Transmittal Due Date: (4 week review time) Certification Date: Letter Mailed: Resubmittal Date: Date To Project Planner Transmittal Due Date: (4 week review. time) Comment Letter Mailed Scheduled for Meeting (DRB,P&Z, TC, PARC, BOA) Notice Due:. Received Notice Date: Sent to Paper. Labels Prepared: Area Map Printed showing the area noticed: Notice mailed out: Property Posted: Cancellation Notice Notice Due: Received Notice Date: Sent to Paper. Labels Prepared: Area Map Printed showing the area noticed: Notice mailed out: Property Posted: Action from meeting? Approved Denied Action letter mailed to applicant: Resubmittal Date: Date To Project Planner Transmittal Due Date: (4 week review time) Comment Letter Mailed Scheduled for Meeting (DRB,P&Z, TC, PARC, BOA) Executive Summary sent to Clerks Office: Notice Due: Received Notice Date: Sent to Paper: Labels Prepared: Area Map Printed showing the area noticed: Notice mailed out: Property Posted: Action from meeting? Approved Denied Action letter mailed to applicant: Final Submittal Date: Sent to Project Manager. PP Signed: FP Signed: LP Signed: DP Signed: Received Trust Agreement Received CC&R's Received Bond Estimates: Sent estimates to Senior Zoning Inspector Approved / Denied Date: Sent Bond estimates to Public Works Approved / Denied Date: If approved send copy of approved estimates to developer and to Linda in Public Works: Date sent: Received Bonds Date: Type & Amount of bonds: MYLAR PROCESS Reviewin Agency > ate Received Avorove Corrections Date Project Manager Senior Zoning Inspector Town Engineer Wastewater Signature Town Clerk Zoning Administrator RECORDING PROCESS Assurance: CC&R's: Date Recorded: Call repro for copies (2 black lines I photo copy mylar for addressing): Sent to Pima County Addressing: Place Mylar in hanging file: Enter BK & Page into Permits Plus: - PREPARING FILE FOR FILE ROOM P&Z TC Staff Reports DRB P&Z TC Minutes DRB Pick up Mylar from Pima County public records: Put Mylar in Hanging File Disk to Pima County GIs Dept. Add Project # to Card Catalog in the (F —drive) BK and PG in Permits Plus, Update Status in Permit Plus O JP,LLEY ARi� O,G O� 9 ztmi ��UNDED 19�A Planning and Zoning Division 11000 N. La Canada Drive, Oro Valley AZ 85737 Phone: (520) 229-4800 Fax: (520) 742-1022 Web Site Address: www.townoforovalley.com REQUEST FOR PREAPPLICATION CONFERENCE rat - 22007 PROJECT DESCRIPTION: S/0/w4 c��- perms/ 07- "Q—r �,rs ctoe:—�- LOCATION: 11V21W7NGL�ST 41ork AV PARCEL NUMBER: _ QV /D OGa2� TYPE OF REQUEST: APPLICANT NAME/FIRM: ADDRESS: 1!57 •� S 101 %ZI�rJ/V, /�� d�✓�%�� TELEPHONE NO.: 795- la2Jw FAX NO.: -('I EMAIL: 7�V/A�l 21G,� 1j�j PROPERTY OWNER: &Zl/G,,0,!X;�-eS �/p�/� ,��� e07V SIGNATURE: _ DATE: 7 PREAPPLICATION CONFERENCE DATE REQUESTED: (Office use only) ❑ SUBMITTALS MUST BE RECEIVED BY THE PLANNING DEPARTMENT AT LEAST TEN (10) WORKING DAYS IN ADVANCE OF THE DESIRED PREAPPLICATION CONFERENCE DATE. o SUBMITTAL REQUIREMENTS "ALL PLANS MUST BE FOLDED PER PIMA COUNTY FOLD." o ` TWENTY (20) COPIES (24X36) OF THE PROJECT CONCEPT PLAN, WITH LOCATION MAP. THIS PROJEC' Fri - 2 2007 LOCATION MAP SECTION 3, T 12S, R 13E G & SRM PIMA COUNTY, ARIZONA Streets 'Pima County Streets - All Streets - Major - With Names Parcels ❑ Parcels - Pima (Landbase) SCALE 1 : 2,957 200 0 200 400 600 FEET L)I http://www.dot.pima.gov/gis/maps/mapguide/dotmap65.mwf Friday, February 02, 2007 7:43 AM e GENERAL NOTES 1. DEVELOPER WILL COVENANT TO HOLD TOWN OF ORO VALLEY, ITS SUCCESSORS AND ASSIGNS, HARMLESS IN THE EVENT OF FLOODING. 2. DRAINAGE WILL NOT BE ALTERED, DISTURBED OR OBSTRUCTED WITHOUT['fIv APPROVAL OF THE ORO VALLEY TOWN COUNCIL. 3. ACCESS ACROSS FLOOD PRONE AREAS TO BUILDING SITES WILL E ��APROVED BY THE TOWN ENGINEER AND SHALL BE THE RESPONSIBILITY OF 'DEVELOPER. 4. APPROVED IMPROVEMENT PLANS AND APPROVED ASSURANCE S(,WJLL BE REQUIRED PRIOR TO ISSUANCE OF GRADING PERMITS. ' 5. THE WATER DISTRICT FOR THIS DEVELOPMENT IS THE ORO VALLEY WATER UTILITY COMPANY, WHICH HAS BEEN DESIGNATED AS HAVING AN ASSURED 100 YEAR WATER SUPPLY BY THE DIRE TOR OF WATER RESOURCES. THE PROJECT WILL BE SERVED BY AN EXIST AIN ON -SITE. z� 6. ON -SITE SANITARY SEWERS WILL BE PRIV �E AND WILL BE CONSTRUCTED, OPERATED AND MAINTAINED ON A PRIVA,�TTf��ASIS. THE LOCATION AND METHOD OF CONNECTION TO AN EXISTING PUBL N/SANITARY SEWER IS SUBJECT TO REVIEW AND APPROVAL BY THE PIMA COUNTYe WASTEWATER MANAGEMENT DEPARTMENT AT THE TIME OF SUBMITTAL OF PIL9ING OR BUILDING PLANS. 7. MATERIALS WITHIN SIGHT VIIILITY TRIANGLES SHALL BE PLACED SO AS NOT TO INTERFERE WITH A VISIBILIT PLANE DESCRIBED BY TWO HORIZONTAL LINES LOCATED 30 INCHES AND 72 INCHES ABOVE FINISHED GRADE OF THE ROADWAY SURFACE. 8. ANY WASTEWATER D HARGED INTO THE PUBLIC SANITARY SEWERAGE SYSTEM SHALL MEET THE "IREMENTS OF THE INDUSTRIAL WASTE ORDINANCE (PIMA COUNTY ORDIN W NO. 1991-140, AS AMENDED). 9. A PROJECT STRUCTION PERMIT MUST BE SECURED FROM PIMA COUNTY WASTEWATER ANAGEMENT DEPARTMENT BEFORE BEGINNING ANY WORK ON THJ.�PROJECT. 10. IF AINAGE WAYS ARE TO BE CONSTRUCTED, THEY WILL BE CONSTRUCTED A��DING TO APPROVED PLANS PRIOR TO THE ISSUANCE OF BUILDING PERMITS FOR THIS PROJECT. 11. DESIGN SPEED IS 25 M.P.H., DESIGN VEHICLE IS SU-30. 12. ANY RELOCATION, MODIFICATION, ETC. OF EXISTING UTILITIES AND/OR PUBLIC IMPROVEMENTS NECESSITATED BY THE PROPOSED DEVELOPMENT WILL BE AT NO EXPENSE TO THE PUBLIC. 13. THE FOLLOWING UTILITIES WILL PROVIDE SERVICE TO THIS DEVELOPMENT: (A) ELECTRIC TUCSON ELECTRIC POWER COMPANY (B) GAS SOUTHWEST GAS COMPANY (C) WATER ORO VALLEY WATER UTILITY COMPANY (D) SEWER PIMA COUNTY WASTEWATER (E) TELEPHONE QUEST COMMUNICATIONS (F) FIRE PROTECTION GOLDER RANCH FIRE DEPARTMENT (G) CABLE TELEVISION COMCAST 14. THIS PROJECT HAS __ PROPOSED AND 0 EXISTING WASTEWATER FIXTURE UNIT EQUIVALENTS, PER TABLE 13.20.040(F)(1) IN PIMA COUNTY CODE 13.20.040(F). 15. MAINTENANCE AND OPERATION OF THE PRIVATE SANITARY SEWER TO ITS POINT OF CONNECTION TO THE PUBLIC SEWER IS THE RESPONSIBILITY OF THE PROPERTY OWNER OR BUSINESS OWNER'S ASSOCIATION. 16. THE PROPERTY OWNER, HIS SUCCESSORS OR ASSIGNS AGREE TO: 1) KEEP ALL REQUIRED LANDSCAPE AREAS MAINTAINED IN A WEED FREE, TRASH FREE CONDITION. 2) REPLACE ANY DEAD PLANT MATERIALS WITHIN 90 DAYS. 3) MAINTAIN THE IRRIGATION SYSTEM IN A PROPER WORKING ORDER. 17. THE GROSS AREA OF THIS DEVELOPMENT IS: 122,555.99 SF OR 2.81 <� NET BUILDING AREA IS: -± SF TOTAL e 18. EXISTING ZONING IS EL CONQUISTADOR CPTRY CLUB PAD DEVELOPMENT 4 A "D" 19. PROPOSED USE: COMMERCIAL U�j J OCCUPANCY GROUP: TYPE OF CONSTRUCTION: V_B x 20. THE REQUIRED AMOUNT OF OPEN SPACES IS 20% THE TOTAL AREA OF OPEN SPACES PROVIDED IS 50% MIN REQ IRED/ALLOWED PROPOSED ------------- z�I-------- 21. SITE/LOT AREA: , V 1 ACRE 2.81 ACRES BUILDING HEIGHT (H): 38' MAX 24' SETBACK STR T �lI 20' -- FRONT SOUTH: PUBLIC SIDE WEST: PAD ��) J 50' --- REAR NORTH PAD 50' -- SIDE EAST: C/ 0 22. PARKING AND LOADING SPACES CALCULATIONS PARKING REQUIRED PARKING PROVIDED ---------------- ---------------- VEHICLE: SPACES __ SPACES FIRE STATI HANDICAP :/Rd�(0 25 SPACES __ SPACE __ SPACE VAN A4; SIBLE __ SPACE __ SPACE B LOPLE (1 PER EACH 20 SPACES REQUIRED)__ SPACE __ SPACES L ING SPACES: NOT NEED NOT PROVIDED 23. THE BASIS OF ELEVATION IS 24. THE BASIS OF BEARING FOR THIS PROJECT IS THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 3, T12S, R13E, G&SRM AS MONUMENTED BY BRASS CAP SURVEY MONUMENTS. SAID BEARING BEING NORTH 89057'06" E. (SEE SHEET 2 OF 3) I D J �1 1745 EAST RIVER ROAD - SUITE 101 TUCSON, AZ 85718 520.795.1000 J (FAX) 520.322.6956 ENGINEERING COMPANY Tucson Phoenix San Diego River N rickengineering.com Orange Sacramento DEVELOPMENT PLAN FOR NWC LA CANADA==yNARANJ_,,cA-_ 17 DKT 12172, PG 425, Gr� \ 5 �I. BUILDING 1ME I 1.0D0SF i1Hoar FFE = 11.OD ' PAD = 10.3 U0 I- r� Q a BUILDING 2 4,3001 SF HEIGHT = 24' 1 STORY FFE = 13.00 PAD = 12.3 4 12 ® I / ® - 6. (PUBLIC STREET) GENERAL NOTES - CONTINUED 25. THE OWNER SHALL BE RESPONSIBLE FOR ALLOCATING 1% OF THE HARD COSTS ASSOCIATED WITH CONSTRUCTION OF GOLDER RANCH FIRE STATION FOR PUBLIC ART. 26. LIGHTING ALONG THE MAIN ENTRANCE WILL BE LIMITED TO LOW PROFILE BOLLARDS AND LOW PROFILE POLES IN OTHER AREAS OF THE BUILDING. 27. THE DEVELOPMENT IS SUBJECT TO ALL THE APPLICABLE CONDITIONS OF THE APPROVED GRADING EXCEPTION REQUEST CASE # OV13-05-18 AS APPROVED BY THE TOWN OF ORO VALLEY MAYOR & COUNCIL ON SEPTEMBER 7, 2005, ell) WITH THE FOLLOWING CONDITIONS: ,�ZI A. THE APPLICANT SHALL UTILIZE TERRACING ON CONSTRUCTED SLaE>S. THE USE OF NATURAL ROCK AND SUBSTANTIAL VEGETATION TO MITIGA CUTS MUST BE PROVIDED. THE SPECIFICS OF THIS DESIGN WILL BE REVI4DURING THE DEVELOPMENT PLAN AND LANDSCAPE PLAN PROCESS. C) B. THE GRADING EXCEPTION MUST BE IN SUBSTANTIAL CO� ORMANCE WITH THE PLAN SUBMITTED WITH THE REQUEST FOR GRADING EXCEPTION (OV13-05-18). C. THE GRANTING FOR THE EXCEPTION DOES NOT RELIEVE THE APPLICANT FROM ANY STANDARD PROCEDURES AND/OR CONDIT �S REQUIRED FOR DEVELOPMENT PLAN SUBMITTAL AND REVIEW OF DEVELOP FOR THIS PARCEL: D. EXISTING VEGETATION SHALL BE PRE R�/ED IN PLACE WHERE PO`-.SIBLE.THE REMAINING VEGETATION MUST BE TR LANTED ON SITE OR MITIGATED IN ACCORDANCE WITH CODE REQUIREtNT . THE SPECIFICS OF THIS WILL BE REVIEWED DURING THE NATIVE "T PRESERVATION PROCESS. E. UPON SUBMITTAL OF A DEV Q)PMENT PLAN, A GRADING EASEMENT FROM THE OWNER OF THE WALGREEN'5�ITE MUST BE SUBMITTED. F. A SIX FOOT HIGH WALL MUST BE PROVIDED ALONG THE PROPOSED NORTHERN ACCESS DRIVE IN A MANNER THAT EXCLUDES HEADLIGHT GLARE FROM REACHING NEARBY HOMES. <� l G. ON THE NORTA SIDE OF THE WALL SPECIFIED IN CONDITION #6, A CONTINUO ,\ROW OF TREES MUST BE PROVIDED IN A MANNER TO CREATE AN OVERLAPF CANOPY AT MATURITY. H. THE -,� CT POSITIONING OF THE WALL AND LANDSCAPING SPECIFIED IN COf,TIONS #6 AND #7 WILL BE DETERMINED UPON REVIEW OF A DEVELOPMENT �eD LANDSCAPE PLAN. 28. THE FIRE DEPARTMENT SHALL INSTALL A FLASHING BEACON ON LA CANADA DRIVE AT THE NORTH EGRESS POINT. THE FLASHING BEACON ACTIVATION SHALL BE EITHER EVPE OR VIA A BUTTON INSTALLATION IN THE FIRE STATION. THE PREFERRED METHOD WILL BE DETERMINED IN FINAL DESIGN. 4 3 II OIIUILDING (I _ COOD SF HEIGHT = 24' 1 STORY FFE = 13.00 PAD = 12.3 ASSESSOR'S PARCEL NO. 224-10-002B FOR ADDRESSING USE ONLY SCALE: 1" = 60' PARCEL NO. THIS PROJEC' OWNER/ DEVELOPER BUILDERS LAND HOLDINGS LLC 1870 WEST PRINCE ROAD, SUITE 11 TUCSON AZ 85705 PHONE: (520) 887-7401 ATTN: JON TATE LEGEND LOCATION MAP SECTION 3, T 12S, R 13E G & SRM PIMA COUNTY, ARIZONA ITEM SYMBOL SUBDIVISION BOUNDARY - - - - - - - - - --- -- -- - PROPERTY LINE - - - - - - -- - - - - - - - - - - - EASEMENT BOUNDARY - - - - - - - - - - - - - - - - - - - - - - - - EXIST CONTOUR LINE 2750..... EXIST SPOT ELEVATION - - -- - - - - - - - - - - - - X 2751.1 LANDSCAPE BUFFERYARD LIMITS - - - - - - - - BUILDING SETBACKS - - - -- - - - - - - - EXIST PAVEMENT EDGE -- - - -- -- - -- - - -- - - - -- --- EX I ST SEWER LINE W/MH -- -- - -- -- -- - - --- -- - -- - - a S EXIST WATERLINE W/VALVE - - 0- w EXIST UNDERGROUND LINE - - - - -UGE EXIST GAS LINE - - - - -- - - - G EXIST TELEPHONE/TV CABLE LINE -- - - - - - - - --TFL/CATv- EXIST OVERHEAD ELECTRIC LINE - - OHE EXIST ELECTRIC/TELE LINE - - - - - - - - -- - - - -- - - EST - FLOW ARROW WITH % GRADE - - - - - - - % FLOW CONDITIONS - - - - - - - - - - - -- - - - - Qloo = 15 CFS FLOW ARROW FOR 0100 DISCHARGE - - - - - - - - - - - - - �> FINISHED FLOOR ELEVATION - -- - F F E BUILDING NUMBER- - - - - - - - - - - - - -- -- 19 PARKING SPACES PROVIDED - -- - 5 HANDICAP PARKING------------ - ----- --- RETAINING WALL - BASIN OUTLET STRUCTURE - - - - - - - - o PROPOSED SLOPE - - - - - - - II- APPROX FINISH GRADE - - - - - - - - - - - - - - - - - - FG 00.0 CURB ACCESS RAMPS - - - - - - - -- - - - - - - - - SIGHT VISIBILITY TRIANGLE - - - - - - TRASH ENCLOSURE - - - -- - -- - - - - - - - - EXIST RETAINING WALL - - 6" CONCRETE VERTICAL CURB - - -- - - - - - - - - - PROPOSED STORM DRAIN EXIST STORM DRAIN - - - - - - - EXIST SIDEWALK & CURB - FUTURE IMPROVEMENT - - - - - - - - - - - - - - - - ----------- NEWPAVEMENT------- -- ------ - - - - - - - RIGHT OF WAY LINE - - - - - - -- - - - - - - - DEVELOPMENT PLAN FOR F T ��\� WC A R#RN NAIDANJA -A •� V ' A PORTION OF SECTION 03, TOWNSHIP 12 SOUTH, RANGE 13 EAST, Co9-06- 0V12_ GILA & SALT RIVER MERIDIAN, TUCSON, PIMA COUNTY, ARIZONA. DATE: 02101 /2007 Co20-O6- OV13- - SCALE: 1" = 60' CONTOUR INTERVAL = 1' SHEET 1 OF 5 \\srv_tucI\RickStandards\BentIey_2006\workspace \projectk5doh pen 31-JAN-2007 14035 KEYNOTES 0 NEW 6" CONCRETE VERTICAL CURB PER SD 209 0 SAWCUT AT 2' MINIMUM, REMOVE EXIST CURB AND PAVEMENT AS NECESSARY. TACK AND JOIN NEW PAVEMENT TO EXISTING PAVEMENT 4' WIDE MINIMUM CONCRETE SIDEWALK PER SO 200 (TYP) O' ® CURB ACCESS RAMP PER SD 207 WITH TRUNCATED DOMES PER ADA STANDARDS HANDICAP AND STANDARD PARKING SPACE PER 5 © BICYCLE PARKING AREA PER 5 TRASH ENCLOSURE W/72" SCREEN WALL AND SELF - CLOSING & SELF -LATCHING GATE ® 12' X 35' LOADING ZONE PROPOSED R1-1 30"x 30" STOP SIGN 10 6" MINIMUM DEPRESSED LANDSCAPE AREA. 11 XX' CURB OPENING W/X TYPE "B" POST BARRICADES, 5' ON CENTER TYPE 4 DOUBLE CATCH BASIN W/2 EF1 GRATES PER SO 309 PROPOSED 18" SRP STORM DRAIN PROPOSED 1 1/2' BACKFLOW PREVENTER 1 112" DOMESTIC WATER LINE PROPOSED 11/2' IRRIGATION LINE WITH BACKFLOW PREVENTER 16 PROPOSED 6" FIRE SERVICE PROPOSED FIRE HYDRANT 18 EXISTING FIRE HYDRANT 19 SINGLE CLEANOUT PER DETAIL I 5 Q DOUBLE CLEANOUT PER DETAIL H 5 DEVELOPMENT PLAN FOR A PORTION OF SECTION 03, TOWNSHIP 12 SOUTH, RANGE 13 EAST, GILA & SALT RIVER MERIDIAN, TUCSON, PIMA COUNTY, ARIZONA. SCALE: 1 " - 30' CONTOUR INTERVAL - 1' SHEET 2 OF \\srv_tucI\RickStandards\BentIey_2006\workspace\projects\get3-2/49-'C&9BIJrM pd-&5d4n pen 31-JAN-2007 5 1 4- 35 O1 NEW 6" CONCRETE VERTICAL CURB PER SO 209 �2 SAWCUT AT 2' MINIMUM, REMOVE EXIST CURB AND PAVEMENT AS NECESSARY. TACK AND JOIN NEW PAVEMENT TO EXISTING PAVEMENT �3 4' WIDE MINIMUM CONCRETE SIDEWALK PER SD 200 (TYP) CAL.E: 1" = 30' ® CURB ACCESS RAMP PER SD 207 WITH TRUNCATED DOMES PER ADA STANDARDS �5 HANDICAP AND STANDARD PARKING SPACE PER © BICYCLE PARKING AREA PER C 5 TRASH ENCLOSURE W/72" SCREEN WALL AND SELF - CLOSING & SELF -LATCHING GATE ® 12' X 35' LOADING ZONE O9 PROPOSED R1-1 30"x 30" STOP SIGN 10 6" MINIMUM DEPRESSED LANDSCAPE AREA. 11 XX' CURB OPENING W/X TYPE "B" POST BARRICADES, 5' ON CENTER 10 TYPE 4 DOUBLE CATCH BASIN W/2 EF1 GRATES PER SO 309 10 PROPOSED 18" SRP STORM DRAIN 14 PROPOSED 1 112' BACKFLOW PREVENTER 1 112' DOMESTIC WATER LINE 1� PROPOSED 12' IRRIGATION LINE WITH BACKFLOW PREVENTER 16 PROPOSED 6" FIRE SERVICE PROPOSED FIRE HYDRANT 4U 18 EXISTING FIRE HYDRANT "LL, 19 al SINGLE CLEANOUT PER DETAIL \\srv_tuc I \R i ckStandards\Bent I ey_2006\workspace\pro jects\ft)d2/zV9_'C 9ffl iR "pa3,do� pen -,! 'i '' KEYNOTES O NEW 6" CONCRETE VERTICAL CURB PER SD 209 SAWCUT AT 2' MINIMUM, REMOVE EXIST CURB AND PAVEMENT AS NECESSARY. TACK AND JOIN NEW PAVEMENT TO EXISTING PAVEMENT O 4' WIDE MINIMUM CONCRETE SIDEWALK PER SD 200 (TYP) ALE: 1" = 30' ® CURB ACCESS RAMP PER SD 207 WITH TRUNCATED DOMES PER ADA STANDARDS O HANDICAP AND STANDARD PARKING SPACE PER AF © BICYCLE PARKING AREA PER 5 (D TRASH ENCLOSURE W/72" SCREEN WALL AND SELF -- CLOSING & SELF -LATCHING GATE ® 12' X 35' LOADING ZONE �9 PROPOSED R1-1 30"x 30" STOP SIGN 10 6" MINIMUM DEPRESSED LANDSCAPE AREA. 11 XX' CURB OPENING W/X TYPE "B" POST BARRICADES, 5' ON CENTER TYPE 4 DOUBLE CATCH BASIN W/2 EF1 GRATES PER SD 309 1� PROPOSED 18" SRP STORM DRAIN 14 PROPOSED 1 1/2' BACKFLOW PREVENTER 1 '/2' DOMESTIC WATER LINE 1� PROPOSED 11/2' IRRIGATION LINE WITH BACKFLOW PREVENTER 16 PROPOSED 6" FIRE SERVICE PROPOSED FIRE HYDRANT 18 EXISTING FIRE HYDRANT I 19 SNGLE CLEANOUT PER DETAIL 5 \\srv_tuc I \R i ckStandards\Bent I ey_2006\workspace\pro j ects\tie)d2/49_)a&9fflM"Pt4,5dM pen 31-JAN-2007 14.34 EXISTING GROUND 8" 6" CLASS B CONCRETE SIDEWALK 6, _ 6 1 2"AC 2500 PSI 6" VERT CURB ? 1 1 \ HAND PLACED COLOR RIP —RAP o TRUNCATED DOMES U +\ D50= 8 MIN. EMBED ROCK TO TE PER ADA STANDARDS A DEPTH OF 1/2 D CONCRE \\ \� 4„ABC \ 50 WHEEL STOP 2" PVC WEEP HOLES �� _ COMPACTED SUBGRADE. SCARIFY, WITH PEA MOISTEN (AS REQUIRED) AND GRAVEL BEHIND \\\ \ RECOMPACT TOP 8" TO 95% 6"x6"x W1.4 x W1.4 WWF. \ OPENING NOTE: FINAL PAVING SECTION MAY VARY DEPENDING ON ...u: 3„ r\ 9+ 9'� 8' 8' FIELD ANALYSIS OF ESTABLISHED SUBGRADE. 8-h "AC " PAVING SECTION TYPICAL HANDICAP AND A DTL: ACPVMT01 NO SCALE GROUTED RIP -RAP SPACES G NO SCALE @yANQAK!_PARKING NO SCALE 5' PROPOSED 6" CONCRETE REINFORCED BUILDING �� �� FINISHED GRADE OR SURFACE SIDEWALK WHERE SHOWN W/6 x6 xW1.4xW1.4 WWF. \ a H VARIES 0"-6" SEE PLANS FOR JOINT LOCATIONS. I 5 b _ — 6" VERT CURB TYPE 2 PER b '° FLOW _ SD 209 CLASS "A" CONCRETE (3000 PSI MIN) \ NOTES: COMPACTED SUBGRADE. SCARIFY, 1) INSTALL A TWO—WAY CLEANOUT 5 FEET FROM BUILDING. C DEPRESSED VERTICAL CURB MOISTEN (AS REQUIRED) AND 2) FOR CONTINUATION OF SEWER LINE INTO BUILDING, SEE C NO SCALE RECOMPACT TOP 8" TO 95% ARCHITECT'S DRAWINGS. T - Q CONCRETE PAVING S140 WAY SEWER CLEAN 0 U B DTL: CONCPVMT NO SCALE SWRC002 NO SCALE SHADED AREA 12" CAST IRON VALVE BOX IN FRONT OF BICYCLE FRAME AND COVER. 4" CONCRETE SLAB PARKING SPACE INDICATES RIM ELEVATION PER PLAN. 13 —4 5' CLEAR SPACE TYP �� CLASS II BICYCLE SPACES. 8" 12'-0" 8" BRANDIR INT'L RIBBON FINISHED GRADE OR SURFACE 4'-0" 4'—O" BIKE RACK RB-03—I—S — — — P a Ou SECTION OF 12" METALLIC OR EQUIVALENT. INSTALL 18" " P. a ..._. PER MANUFACTURER'S 15OR PLASTIC PIPE — — — RECOMMENDATIONS 3' 7-TYPE "B" POST BARRICADES �E CONCRETE PER SD 106 � 6' � 5' � RISER TO BE SAME SQUAB %) HIGH MASONRY SCREEN WALL — E DIAMETER AS SEWER �c o �Z PER ARCHITECT PLANS, STUCCO LINE BACK FILL TO TOP �� • AND PAINT TO MATCH BUILDING, NOTE: LIGHTING FOR BICYCLE PARKING AREA WILL BE OF /8 BEND WITH PER ARCHITECT'S SPECS. PROVIDED BY BUILDING SIDE POLE LIGHTS 1" MAXIMUM AGGREGATE ,0 1' 6" CLASS "B" CONCRETE BICYCLE PARKIN G SLAB( 250O PSI MIN) C • 4 X4 X3/8 STEEL TUBE POST NO SCALE STD. 1/ BEND EMBEDDED IN CONCRETE. PAINT iJTO MATCH COLOR OF BUILDING, FLOW PER ARCHITECT'S SPECS. CONSTRUCT DOOR FRAMES USING 3"X3"X1/4" STEEL ANGLES —WELDED. FACED W/TYPE B METAL DECK. ,Q PAINT TO MATCH COLOR OF BUILDING, STANDARD WYE BRANCH PER ARCHITECT'S SPECS. 0 o INVERT ELEVATION PER PLAN NOTE: IN PAVED AREAS, USE TRAFFIC RATED BOX AND INTERLOCKING RING AND COVER PER DEETER FOUNDARY INC #1810 OR EQUIVALENT. 1 0„ SktER CLEANOUT (TYP) I DTRC001NO SCALE TRASH ENCLOSURE F o{esslon� DEVELOPMENT PLAN F O R WC IAA CANADArmy Qu i 4 i cpPA N N AIP A*. A N J A n 3 1745 EAST RIVER ROAD - SUITE 101 . TUCSON, AZ 85718 0NA S 2 i, �A PORTION OF SECTION 03, TOWNSHIP 12 SOUTH, RANGE 13 EAST, .1000 (FAX) 20.32 GILA & SALT RIVER MERIDIAN, TUCSON, PIMA COUNTY, ARIZONA. j {FAX} 520.322.6956 ENGINEERING COMPANY rickengineering_com Cog-®6 > Tucson Phoenix San Diego Riverside Orange Sacramento DATE: 0 2 / 01 / 2 0 0 7 C o2 0 -O 6 0 V 13 SHEET 5 OF 5 J \\srv_tuc I \R i ckStandards\Bent I ey_2006\workspace\pro pen 31-JAN-2007 14. 34