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HomeMy WebLinkAboutOV120516he T LB Group Inc. May 9, 2006 Craig Civalier, P.E. Town of Oro Valley Department of Public Works 11,000 N. La Canada Drive Oro Valley AZ 85737 Re: Stone Canyon Sales/Marketing Center, Addendum One OVI 2-05-16 WL13 No. 185050-A31J-0400 Dear Mr. Civalier, Engineering • Planning Surveying • Urban Design Landscape Architecture *Y 18 2006 This addendum has been prepared in response to the Town of Oro Valley staff report for the May 9, 2006 Development Review Boarci meeting. 1. At the town's request, the offsite watersheds impacting the site, have been delineated and the resultant pre-devel-oped and post -developed stormwater discharges have been computed and shown on the pre -developed and post -developed watershed maps. In the determination of these offstte discharges minor discrepancies were found in previous watershed delineations and have been corrected with this addendum. CP Al-E has defined the offsite watershed, discharging to CP Al, and CP 131-E has defined the offsite watershed discharging to CP 131. Pre -developed and post -developed discharges have been computed for these watersheds and are shown on the revised watershed maps. The 100-year discharge at CP Al-E has been determined to be17.9 cfs for the pre -developed condition and 19.0 cfs for the post -developed condition. At concentration point CP 131-F the 100-year pre -developed and post -developed discharges have been determined to be 9.2. cfs and 9.8 cfs respectively. !t was determined that the area for the post -developed watershed defined by concentration point CP A and pre -developed watershed defined by concentration point CP E31 were incorrect and have been co rected for this addendum. These revised areas and the resultant discharges have beerr included on the revised watershed maps. The revised 100-year discharge of 20.1 cfs, at CP A, required new hydraulic calculations for the proposed depressed curb and channel at this location. The convey the revised flows at this location the length of the depressed curb was increased from fourteen to Engineering • Planning • Surveying • Urban Design • Landscape Architecture Offices located in Tucson, Phoenix, Las Vegas • E-mail: tucson@wlbgroup.com 4444 East Broadway • Tucson, Arizona 85711 • (520) 881-7480 • FAX (520) 881-7492 The Group Inc. fifteen feet and the minimum channel width increased to 6.90 feet. All revised hydrologic and hydraulic calculations have been included with this addendum. 2. The requested first flush facilities have been shown, at the Southeast and Southwest corners of the parking areas, on the Development Plan. Once approved these revisions will be added to the final drainage report for this project. If you have any questions please call me at 881-7480. Sincerely, ICA '« 25013 o THE WLB GROUP, INC. MICHAEL R. a�c� SMITii NM �rTerryonbrake ' A Hydrologic/Hydraulic Designer J REVISED HYDROLOGY I 11 Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc Tc = 11.4 Lo.S Kbo.52 S -.31 i -0.38 where: Per Oro Valley 2 Tc = Time of Concentration, hrs Length, feet = 646.0 P3i inches 3.6 L = Length of the longest flow path, miles A Height, feet = 36.0 P24, inches 4.8 Kb = Watershed resistance coefficient, per ADOT manual Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Calculated Trial Tc, hr i, in/hr Tc, hr % Concentration Point Event, year Length, mi Kb S, ft/mi estimate (from IDF)2 (from equation) Difference CP Al-E 2 0.1.2 0.02 294.2 0.083 5.10 0.048 1.75 Pre-Dev 5 0.12 0.02 294.2 0.083 6.20 0.045 1.93 10 0.12 0.02 294.2 0.083 7.00 0.043 2.03 25 0.12 0.02 294.2 0.083 8.10 0.040 2.14 50 0.12 0.02 294.2 0.083 9.00 0.039 2.22 100 0.12 0.02 294.2 0.083 10.00 0.037 2.30 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient A, acres = 2.38 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 2.38 2.38 2.38 2.38 2.38 2.38 Length, feet 646.0 646.0 646.0 646.0 646.0 646.0 A Height, feet 36.0 36.0 36.0 36.0 36.0 36.0 Longitudinal Slope, % 5.6 5.6 5.6 5.6 5.6 5.6 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.57 0.6 0.65 - 0.75 Event, Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q cfs = 6.9 - 10.0 12.5 - 17.9 IADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2Town of-0m Valley"h•a;gage Criteria Manual", October, 2002, Chaple-3. _ ALL- LLIL..__ 1°�. --LPL - dl- J .: J uu 1 Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc Tc = 11.4 Lo.5 Kb0.52 S -.31 i -0.38 where: Tc = Time of Concentration, hrs Length, feet = 646.0 L = Length of the longest flow path, miles A Height, feet = 36.0 Kb = Watershed resistance coefficient, per ADOT manualKb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Concentration Point Event, year Length, mi Kb CP Al-E 2 0.12 0.02 Post 5 0.12 0.02 10 0.12 0.02 25 0.12 0.02 50 0.12 0.02 100 0.12 0.02 Step 2. Compute Discharge, Q Q=CiA Trial Tc, hr S, ft/mi (estimate) 294.2 0.083 294.2 0.083 294.2 0.083 294.2 0.083 294.2 0.083 294.2 0.083 where: C = Runoff Coefficient i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres Length, feet A Height, feet Longitudinal Slope, % Rainfall Intensity, inches per hour Runoff Coefficient Event, Year Calculated Per Oro Valley 2 P3, inches 3.6 P24, inches 4.8 I, in/hr Tc, hr % (from IDF)2 (from equation) Difference 5.10 0.048 1.75 6.20 0.045 1.93 7.00 0.043 2.03 8.10 0.040 2.14 9.00 0.039 2.22 10.00 0.037 2.30 A, acres = 2.38 2.38 2.38 2.38 2.38 2.38 2.38 646.0 646.0 646.0 646.0 646.0 646.0 36.0 36.0 36.0 36.0 36.0 36.0 5.6 5.6 5.6 5.6 5.6 5.6 5.10 6.20 7.00 8.10 9.00 10.00 0.62 0.65 0.7 - 0.8 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q cfs = 7.5 - 10.8 13.5 - 19.0 1ADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2, 2 Towa.,Df, Oro Valley."Drainage Criteria Manual", October, 2002, Charter 3. I1111111..,_ III.III.IL I III._., I__J..._. 1_I _II. Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc Tc = 11.4 Lo.5 Kb0.52 S -.31 i -0.38 where: Per Oro Valley 2 Tc = Time of Concentration, hrs Length, feet = 371.0 P3, inches 3.6 L = Length of the longest flow path, miles A Height, feet = 20.0 P24, inches 4.8 Kb = Watershed resistance coefficient, per ADOT manual Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Calculated Trial Tc, hr i, in/hr Tc, hr % Concentration Point _Event, year Length, mi Kb S, ft/mi (estimate) (from IDF)2 (from equation) Difference CP 131-E 2 0.07 0.02 284.6 0.083 5.10 0.037 2.32 Pre Dev 5 0.07 0.02 284.6 0.083 6.20 0.034 2.45 10 0.07 0.02 284.6 0.083 7M 0.033 2.53 25 0.07 0.02 284.6 0.083 8,10 0.031 2.62 50 0.07 0.02 284.6 0.083 9.00 0.030 2.68 100 0.07 0.02 284.6 0.083 10.00 0.029 2.74 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient A, acres = 1.23 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 1.23 1.23 1.23 1.23 1.23 1.23 Length, feet 371.0 371.0 371.0 371.0 371.0 371.0 A Height, feet 20.0 20.0 20.0 20.0 20.0 20.0 Longitudinal Slope, % 5.4 5.4 5.4 5.4 5.4 5.4 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.57 0.6 0.65 - 0.75 Event, Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q cfs = 3.6 - 5.2 6.5 - 9.2 'ADOTs "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Town of Oro Vallr;, "Drainage C•i!eria Manual", October, 2002, Chapter 3. Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc' Tc = 11.4 Lo-s Kbo.52 S -.31 i -0.38 where: Per Oro Valley 2 Tc = Time of Concentration, hrs Length, feet = 371.0 P3, inches 3.6 L = Length of the longest flow path, miles A Height, feet = 20.0 P24, inches 4.8 Kb = Watershed resistance coefficient, per ADOT manual Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Calculated Trial Tc, hr i, in/hr Tc, hr % Concentration Point Event, year Lenqth, mi Kb S, ft/mi (estimate) (from IDF)2 (from equation) Difference CP 131-E 2 0.07 0.02 284.6 0.083 5.10 0.037 2.32 Post 5 0.07 0.02 284.6 0.083 6.20 0.034 2.45 10 0.07 0.02 284.6 0.083 7,00 0.033 2.53 25 0.07 0.02 284.6 0.083 8.10 0.031 2.62 50 0.07 0.02 284.6 0.083 9.00 0.030 2.68 100 0.07 0.02 284.6 0.083 10.00 0.029 2.74 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient A, acres = 1.23 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 1.23 1.23 1.23 1.23 1.23 1.23 Length, feet 371.0 371.0 371.0 371.0 371.0 371.0 A Height, feet 20.0 20.0 20.0 20.0 20.0 20.0 Longitudinal Slope, % 5.4 5.4 5.4 5.4 5.4 5.4 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.62 0.65 0.7 - 0.8 Event, Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Ye9 Q cfs = 3.9 - 5.6 7.0 - 9.8 'ADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Town of ^rr•Valley " Dr-3ge Criteria Manual", October, 2002, Chapt- n. I_1-____. L.__-._ _..-__ L___.._, ,_ . ..___.__ I,____.., IIIII_ L_. .. ___ _. _, I I IL.J WW1... III L 1L-- _.. .. Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc Tc = 11.4 L0.5 Kbo.52 S -.31 i -0.38 where: Per Oro Valley 2 Tc = Time of Concentration, hrs Length, feet = 740.0 P3, inches 3.6 L = Length of the longest flow path, miles A Height, feet = 38.0 P24, inches 4.8 Kb = Watershed resistance coefficient, per ADOT manual Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Calculated Trial Tc, hr i, in/hr Tc, hr % Concentration Point Event, year Length, mi Kb S, ft/mi (estimate) (from IDF)2 (from equation) Difference CP A Post 2 0.14 0.02 271.1 0.083 5.10 0.053 1.52 5 0.14 0.02 271.1 0.083 6.20 0.049 1.71 10 0.14 0.02 271.1 0.083 7.00 0.047 1.82 25 0.14 0.02 271.1 0.083 8.10 0.044 1.95 50 0.14 0.02 271.1 0.083 9.00 0.043 2.03 100 0.14 0.02 271.1 0.083 10.00 0.041 2.12 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient A, acres = 2.51 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 2.51 2.51 2.51 2.51 2.51 2.51 Length, feet 740.0 740.0 740.0 740.0 740.0 740.0 A Height, feet 38.0 38.0 38.0 38.0 38.0 38.0 Longitudinal Slope, % 5.1 5.1 5.1 5.1 5.1 5.1 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.62 0.65 0.7 - 0.8 Event, Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q cfs = 7.9 - 11.4 14.2 1ADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Tow.-:o`.Oro Vallee "'Drainage Criteria Manual", October, 2002, C'�apter 3. . .. Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc' Tc = 11.4 L0-5 Kb0-52 S -.31 i -0.38 where: Tc = Time of Concentration, hrs Length, feet = 440.0 L = Length of the longest flow path, miles A Height, feet = 25.0 Kb = Watershed resistance coefficient, per ADOT manual' Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Concentration Point Event, year Length, mi Kb CP B1 Pred 2 0.08 0.02 5 0.08 0.02 10 0.08 0.02 25 0.08 0.02 50 0.08 0.02 100 0.08 0.02 Trial Tc, hr S, ft/mi estimate 300.0 0.083 300.0 0.083 300.0 0.083 300.0 0.083 300.0 0.083 300.0 0.083 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres Length, feet A Height, feet Longitudinal Slope, % Rainfall Intensity, inches per hour Runoff Coefficient Event, Year Calculated Per Oro Valley 2 P3, inches 3.6 P24i inches 4.8 i, in/hr Tc, hr % (from IDF)2 (from equation) Difference 5.10 0.040 2.19 6.20 0.037 2.33 7.00 0.035 2.41 8.10 0.033 2.51 9.00 0.032 2.57 10.00 0.031 2.63 A, acres = 1.62 1.62 1.62 1.62 1.62 1.62 1.62 440.0 440.0 440.0 440.0 440.0 440.0 25.0 25.0 25.0 25.0 25.0 25.0 5.7 5.7 5.7 5.7 5.7 5.7 5.10 6.20 7.00 8.10 9.00 10.00 0.57 0.6 0.65 - 0.75 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q cfs = 4.7 - 6.8 8.5 - 12.2 'ADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Town of Cro`!alley "Drainage Criteria Manual", October, 2002, Chapter 3. REVISED HYDRAULICS PROJECT: SALES/MARKETING CENTER WLB NO: 185050 DESCRIPTION: Depressed curb calculations GENERAL TRAPEZOIDAL OR RECTANGULAR WEIR CALCULATION e Equation: Q = CrectLH3�2 + Ctianagle(8/15 2g tan6/2)H5/2 where: Q = Discharge flow (cfs) Crew = discharge coeficient for rectangular weir Crect = 3.3 for sharp crested weir Cfect = 3.1 for broad crested weir Ct;ang,e = discharge coeficient for V-notch weir (Typically Ct,;e"g,e = 0.6) L = length (ft) H = distance from top of structure to water surface (ft) tang/2 = side slopes for 3H:1V slope tan0/2 = 3 . for rectangular weir tanO/2 = 0 Crect = 3.30 Ctriangle = 0.60 CONC. 0100 tanO/2 LENGTH HEIGHT QcaPacity POINT [CFS] [ L ] [ H ] [ CFS ] CPA 20.1 6.00 15.0 0.500 20.2 CP B 11.1 6.00 8.0 0.500 12.1 WLB GROUP INC. WEIR TABLE.As 5/8/2006 Section A - A Worksheet for Triangular Channel Project Descriptior Project File h:\185050\stonec-1\sc6\saleso-1\channels.fm2 Worksheet Section A - A - Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.025000 ft/ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Discharge 20.10 ft3/s = Results Depth 1.42 ft Flow Area 4.05 ft2 Wetted Perimeter 6.36 ft Top Width . 5.69 ft Critical Depth 1.44 ft Critical Slope 0.023089 ft/ft Velocity 4.97 ft/s Velocity Head 0.38 ft Specific Energy 1.81 ft Froude Number 1.04 Flow is supercritical. May 8, 2006 -7:43:46 None FlowMaster v4.1c Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 L...._.. LL__..__ I______._ L_._1__. L. 1.. _y II __.. 1_. 1 IIII_- u. II___ I I..__._ I I.. Cross Section A -A Cross Section for Triangular Channel Project Descriptior Project File h:\185050\stonec-1\sc6\saleso--1\channels.fm2 Worksheet Section A - A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.025000 ft/ft Depth 1.42 ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Discharge 20.10 ft'/s 6.17' M I H. N✓ I V "fit+ /h01 <,�" 4.��,��• '4r May 8, 2006 None 17:43:26 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1.42 ft 1 L V H 1 NTS FlowMaster v4.1c Page 1 of 1 X \ 3t}07.2 l�r� v� w i \ ,37 r .. _ _-.„__--_..._._____. _; / j -----J r 1 � '• ---, ^mil '\. ,J 1 ( / � " f`ii �,.. j -, �,w. _Jv,�.F. � � t � ,,ti ` \ t ^ \ \ \ - . // f __._ .e,, �i,, ti \ •Jt ,,� _1 rs ,} `,\, � `\ � ,r017. 1 ,:" •---. �,___. `\ �., _:_ .\�..___ -. \ ''� • r sots �� \ �' � '� , •, � i , J ,.:-__ 1 �i �. \� 1 _.� `� /- -. y 1 f l 71 30032 1 a1 . X 1 - 30-31.4 3008 L �o _._-_-_ _ �/. J x _ 3C 06 8 -\ i �- r4 �, x 3Cf:. �.: oo_) -_- - - > ,j rV i _._ '✓ 6 ,7 - `f / - __ , x 2999.4 3005 !' "' ' uJ 2997.113 - 2996.5 1 % X 3016.7I. '5014.3 1 4f%30, x _ _ \\ \ - ' �,:✓ 'tom > ^" f J �i 0 3009,8 : � ''i.� �-- _I` '� �`/ � ` �\ \��\1�- __.-"� �"s �.i,6 t C`-�� ...-'� "fit ,� ``. tt� �•--�'j/i F ` /` �. � ��� loom slowi 5� 4�_ 1J (4 I ( \ \ 4% Soo t J , , TABLE OF 100-YEAR PRE -DEVELOPED DISCHARGES CONC. POINT WATERSHED AREA (AC) 0100 (CFS) Al -- --_- 2.90 22.0 131 1.62 12.2 C 0.08 0.4 D 19.2 127.0 D1 0.15 0.7 (127.7)* Al -E** 2.38 17.9 B 1-E** 1.23 9.2 ?� %; �i�/� f/---- (0.0)* -Total 100-year discharge at concentration point. '*Offsite Watershed t 1 t F i 1 # I -- Ir // .'ram .:.'' to==.-:, -i r,t t C....__._.\ _ '� 1 :''. A. '/ s • •. "f- i r+, _ `�1 ,,,,_ /' / l `` ,� �-_—.� � ;moo//,; ,,,.�,•, ---'_./�,�`.� / L.' 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J ...\_-- _:�•- ... ``- L._,1` } } \• { t i� °Lim J.r,r� _-.,..-_'"`J / � ,.... ' i _� ir , i r , Rif T 0 qw _ r ,Y ,Ji IF S 1 ' .-, r'- �,,-� / �,/ % r rv- , \, �\ .,yam '^�. j� j� J//j / //} ±-�`\ \ \ � \•� \./ J `-•_ , i \X Aell 2998.3 i ���s � J � �i� 1 r,"v ..-»- ..-;,y `v < r ` � v .-� � � ,r� � _-., -� � �>> V` ram- ��/ � ._ t /• - - • f \` • - c . r B1-E ' t �! Lol­ \. i ' f •.� �' j`J � Ij' ,:�J % � � � t �� � r � .`r1. `# v" ( r/ram r,, -'i `� l/fl j /" 1 � / f / '( ! ! P ` ` ,ram- •' r :_- 3006 I r - ,lJ, CPA _ �✓ �r r i r r 1, .. P : _ 1 \ }% 1 /; f" �; ` �� �— 07 sq. ft. ` 11 �r r Bound 1 j t J `� �,., � ,. ,, >, 98 f \ ,, acres 5 t j CPC CP B1 ` ICP Al CP_ } r -- . �RVV fj 1 if The Engineering Planning Surveying Landscape Architecture Urban Design WLB Offices located in Tucson, Phoenix Las Vegas, and Victor Valley, Co 4444 East Brocadvvcoy Group Tucson, Arizona (520) 881-7480 Inc. Project Sheet Title TABLE OF 100-YEAR POST -DEVELOPED DISCHARGES CONC. POINT WATERSHED AREA (AC) Q100 (CFS) A - 2.51 20.1 Al - - �1-- 0.24_— -- 1.9 (20.3)" B 1.39 11.1 131 - - - 0.23 C 0.08 0.6 D 19.20 127.0 D1 _ i 0.15 1.2 (128.2)* Al -E** 2.38 _ 19.0 131-E** 1.23 9.8 lu.u)- - i oral iuu-year aiscnarge at concentration point. "Uttsite Watersheds LEGEND WATERSHED BOUNDARY cP A CONCENTRATION POINT CHANNEL CROSS—SECTION --V— DIRECTION OF FLOW No. Date Item Scale _ 1 "40' Sheet - - - -- -- - ---- - — Job No. 185050-A-311-0400 D T,E' -- Date MARCH. 2006 MAY 17 2006 of Designed By TRB ---- ---- --------------- SSUED -- Revisions Checked By MRS LI_ 5-9-06 Page 1 COORDINATE FILE: STONE6.CRD AREA/LOT SUMMARY SET #5 Sales Center 9-2005 FROM BEARING/ANGLE DISTANCE TO NORTH EAST ELEV 15 35814.910000 9726.619900 0.00 15 NW 00 03'39" 75.39 638 35890.299100 9726.539800 0.00 PAR-EXCEP 638 NW 29 50'55" 75.83 639 35956.066400 9688.800500 0.00 PAR-EXCEP 639 NE 73 31'01 " 91.03 640 35981.894400 9776.088600 0.00 PAR-EXCEP 640 SE 85 51'16" 133.98 641 35972.208900 9909.715000 0.00 PAR-EXCEP 641 SE 45 31'47" 223.80 659 35815.430300 10069.420300 0.00 PAR-EXCEP 659 SW 89 54'47" 342.80 15 35814.910000 9726.619900 0.00 PERIMETER AREA (sq ft) AREA (acres) 942.819543 43538.86 1.00 SET #302 PL STONE 6 FROM BEARING/ANGLE DISTANCE TO NORTH EAST ELEV BNDY 59 35806.503100 9175.897600 -1.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 59 NW 11 32'33" 46.93 700 35852.483887 9166.507259 rad DELTA ARC RP NORTH EAST ELEV 06 47'39" 46.96 699 35908.590700 9558.512400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 75 03'38" 396.00 SW 81 51'17" 14 28'07" .70 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 14 5622" 23.51 NW 08 08'43" .697042 700 NW 08 08'43" 30.06 691 35882.237000 9162.248800 0.00 lot PC CHORD. BRG LENGTH PT NORTH EAST ELEV 691 NE 36 49'16" 35.33 693 35910.522800 9183.425500 0.00 lot DELTA ARC RP NORTH EAST ELEV 89 55'58" 39.24 692 35885.779100 9186.996600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 81 51'17" 25.00 NW 0812'45" 22910'59" 7.31 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 08 08'43" 24.97 NE 81 47'15" 10.334648 PC CHORD BRG LENGTH PT NORTH EAST ELEV 693 SE 81 01'49" 200.88 694 35879.203100 9381.847400 0.00 lot 5- 9-06 Page 2 COORDINATE FILE: STONE6.CRD DELTA ARC RP NORTH EAST ELEV 34 21'51" 203.92 757 35574.009300 9231.991700 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 08 12'44" 340.00 NE 26 09'07" 16 51'06" 15.17 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 81 47'16" 105.13 SE 63 50'53" 15.882799 PC CHORD BRG LENGTH PT NORTH EAST ELEV 694 NE 8310'25" 173.09 695 35899.777500 9553.714700 0.00 lot DELTA ARC RP NORTH EAST ELEV - 65 57'24" 183.03 313 36021.926000 9451.927000 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 26 09'07" 159.00 SE 39 48'17" 36 02'06" 25.62 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 63 50'53" 103.17 NE 5011'43" 30.539270 PC CHORD BRG LENGTH PT NORTH EAST ELEV 695 NE 48 57'14" 35.70 213 35923.222133 9580.640831 DELTA ARC RP NORTH EAST ELEV - 02 28'58" 35.71 315 36532.799000 9026.211400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 39 48'17" 824.00 SE 42 17'15" 06 57'12" .19 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 50 11'43" 17.86 NE 47 4245" .193434 PC CHORD BRG LENGTH PT NORTH EAST ELEV 213 NE 63 31'57" 221.36 197 36021.881900 9778.802600 0.00 DELTA ARC RP NORTH tEAST ELEV 31 3824" 224.20 196 35622.872400 9853.818500 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 42 17'15" 406.00 NW 10 3851" 14 06'44" 15.38 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 47 4245" 115.04 NE 79 21'09" 15.983411 PC CHORD BRG LENGTH PT NORTH EAST ELEV 197 NE 6519'13" 313.27 202 36152.684300 10063.452900 0.00 DELTA ARC RP NORTH EAST ELEV - 28 0351" 316.42 201 36656.759200 9659.442400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 10 38'51" 646.00 SE 38 42'42" 08 52'10" 19.28 5- 9-06 Page 3 COORDINATE FILE: STONE6.CRD TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 79 21'09" 161.45 NE 51 17'18" 19.869493 PC CHORD BRG LENGTH PT NORTH EAST ELEV 202 SE 86 23'05" 417.48 203 36126.358200 10480.106600 0.00 DELTA ARC RP NORTH EAST ELEV 84 39'16" 458.02 83 35910.791300 10257.326600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 38 4242" 310.00 NE 45 5634" 18 2857" 80.81 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 51 17'18" 282.35 SE 44 03'26" 109.308585 203 SE 44 03'26" 174.18 204 36001.186000 10601.226000 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 204 SE 52 06'17" 151.19 205 35908.321500 10720.535700 0.00 DELTA ARC RP NORTH EAST ELEV - 16 05'41" 151.69 80 36376.689700 10989.294300 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE . MID ORD NE 45 5634" 540.00 SW 29 50'53" 10 3637" 5.32 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 44 03'26" 76.35 SE 60 09'07" 5.370413 205 SE 60 09'07" 146.79 206 35835.263800 10847.853900 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 206 SE 2216'16" 196.51 731 35653.417200 10922.327700 0.00 ROW DELTA ARC RP NORTH EAST ELEV 75 46'13" 211.59 77 35696.482100 10768.232200 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 29 50'37" 160.00 SE 74 23'10" 35 48'36" 33.72 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 60 09'23" 124.49 SW 15 36'50" 42.725830 731 SW 15 36'50" 253.66 732 35409.116700 10854.053400 0.00 ROW PC CHORD BRG LENGTH PT NORTH EAST ELEV 732 SE 16 06'25" 252.38 733 35166.647700 10924.070400 0.00 ROW DELTA ARC RP NORTH EAST ELEV - 63 26'31 " 265.75 74 35344.519400 11085.196600 0.00 5- 9-06 Page 4 COORDINATE FILE: STONE6.CRD RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 74 23'10" 240.00 SW 42 1019" 23 52'24" 35.85 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SW 15 36'50" 148.35 SE 47 4941" 42.147589 733 SE 47 49'41" 746.47 734 34665.497800 '11477.304100 0.00 ROW PC CHORD BRG LENGTH PT NORTH EAST ELEV 734 SE 03 51'54" 34.71 736 34630.867000 11479.643700 0.00 ROW DELTA ARC RP NORTH EAST ELEV 87 5534" 38.37 735 34646.969400 11460.520100 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 42 10'19" 25.00 SE 49 54'07" 229 10'56" 7.01 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 47 4941 " 24.11 SW 40 05'53" 9.732475 736 SW 40.05'53" 283.54 100 34413.977900 11297.018700 0.00 100 NW 26 57'00" 202.02 101 34594.059300 11205.460500 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 101 NW 41 3626" 75.91 30 34650.818600 11155.054600 -1.00 -•.BNDY DELTA ARC RP NORTH EAST ELEV - 291851" 76.74 119 34526.077400 11071.750100 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 63 03'00" 150.00 NE 33 44'09" 38 11'50" 4.88 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 26 57'00" 39.23 NW 56 15'51" 5.045601 30 NE 23 35'08" 138.82 31 34778.045600 11210.600200 -1.00 BNDY 31 NW 36 5427" 138.21 32 34888.555900 11127.604500 -1.00 BNDY 32 NW 48 3356" 158.97 33 34993.754800 11008.423700 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 33 NW 59 2746" 87.99 .35 35038.463300 10932.636000 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV - 123 15'57" 107.57 34 34995.648000 10958.459500 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 87 4948" 50.00 NW 31 05'45" 114 3529" 26.24 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 02 10'12" 92.60 SW 58 54'15" 55.236687 PC CHORD BRG LENGTH PT NORTH EAST ELEV . 5- 9-06 Page 5 COORDINATE FILE: STONE6.CRD 35 NW 80 20'36" 6.5.28 37 35049.413400 10868.281800 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV 81 30'18" 71.13 36 35081.278500 10906.812500 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 31 05'45" 50.00 SW 50 2433" 114 35'30" 12.12 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SW 58 54'15" 43.09 NW 39 3527" 16.003336 PC CHORD BRG LENGTH PT NORTH EAST ELEV 37 NW 35 43'30" 24.81 39 35069.556300 10853.794400 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV 07 4355" 24.83 38 35166.677100 11010.074700 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 50 24'32" 184.00 SW 58 08'28" 31 08'20" .42 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 39 35'28" 12.43 NW 31 51'32" .419652 39 NW 31 51'32" 151.06 40 35197.859200 10774.060200 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 40 NW 53 0551" 84.04 42 35248.322800 10706.855100 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV - 42 28'37" 86.00 386 35136.630900 10675.535600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 58 08'28" 116.00 NE 15 39'50" 49 23'34" 7.88 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 31 51'32" 45.08 NW 74 20'10" 8.452767 42 NE 14 32'17" 219.19 43 35460.495300 10761.877300 -1.00 BNDY 43 NW 60 58'03" 98.25 44 35508.177500 10675.971400 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 44 NE 15 41'28" 25.35 46 35532.585710 10682.828201 DELTA ARC RP NORTH EAST ELEV - .29 2223" 25.63 45 35533.462300 10632.835800 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 59 3721" 50.00 SE 88 59'44" 114 35'30" 1.63 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 30 2239" 13.10 NE 01 00'16" 1.688803 46 NE 77 46'20" 103.83 47 35554.577100 10784.304200 -1.00 5- 9-06 Page 6 COORDINATE FILE: STONE6.CRD BNDY 47 NE 15 36'50" 179.94 48 35727.877500 10832.736200 -1.00 BNDY 48 NW 59 58'14" 176.80 648 35816.356600 10679.667800 0.00 PAR-EXCEP 648 NW 59 58'14" 108.01 647 35870.410100 10586.155700 0.00 PAR-EXCEP 647 NW 44 03'26" 24.65 646 35888.126500 10569.012900 0.00 PAR-EXCEP 646 NW 44 03'26" 216.24 645 36043.529000 10418.641900 0.00 PAR-EXCEP 645 NW 44 03'26" 101.70 644 36116.616900 10347.920400 0.00 PAR-EXCEP 644 NW 85 21'21" 196.49 643 36132.526700 10152.071200 0.00 PAR-EXCEP 643 SW 53 41'55" 287.91 642 35962.073600 9920.039500 0.00 PAR-EXCEP 642 NW 45 31'47" 14.47 641 35972.208900 9909.715000 0.00 PAR-EXCEP 641 NW 85 51'16" 133.98 640 35981.894400 9776.088600 0.00 PAR-EXCEP 640 SW 73 31'01" 91.03 639 35956.066400 9688.800500 0.00 PAR-EXCEP 639 SW 49 55'04" 188.03 56 35834.997700 9544.936600 -1.00 BNDY 56 SW 73 05'32" 162.81 57 35787.646500 9389.161600 -1.00 BNDY 57 NW 78 14'50" 153.93 58 35818.999200 9238.463400 -1.00 BNDY 58 SW 78 42'18" 63.80 59 35806.503100 9175.897600 -1.00 BNDY PERIMETER AREA (sq ft) AREA (acres) 7511.636643 346633.63 7.96 5-9-06 Page 1 COORDINATE FILE: STONE6.CRD AREA/LOT SUMMARY SET #5 Sales Center 9-2005 FROM BEARING/ANGLE DISTANCE TO NORTH EAST ELEV 15 35814.910000 9726.619900 0.00 15 NW 00 03'39" 75.39 638 35890.299100 9726.539800 0.00 PAR-EXCEP 638 NW 29 50'55" 75.83 639 35956.066400 9688.800500 0.00 PAR-EXCEP 639 NE 73 31'01" 91.03 640 35981.894400 9776.088600 0.00 PAR-EXCEP 640 SE 85 51'16" 133.98 641 35972.208900 9909.715000 0.00 PAR-EXCEP 641 SE 45 31'47" 223.80 659 35815.430300 10069.420300 0.00 PAR-EXCEP 659 SW 89 5447" 342.80 15 35814.910000 9726.619900 0.00 PERIMETER AREA (sq ft) AREA (acres) 942.819543 43538.86 1.00 SET #302 PL STONE 6 FROM BEARING/ANGLE DISTANCE TO NORTH EAST ELEV BNDY 59 35806.503100 9175.897600 -1.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 59 NW 11 32*33" 46.93 700 35852.483887 9166.507259 rad DELTA ARC RP NORTH EAST ELEV 06 4739" 46.96 699 35908.590700 9558.512400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 75 03*38" 396.00 SW 81 5117" 14 28'07" .70 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 14 5622" 23.51 NW 08 08'43" .697042 700 NW 08 08'43" 30.06 691 35882.237000 9162.248800 0.00 lot PC CHORD BRG LENGTH PT NORTH EAST ELEV 691 NE 36 49'16" 35.33 693 35910.522800 9183.425500 0.00 lot DELTA ARC RP NORTH EAST ELEV 89 55*58" 39.24 692 35885.779100 9186.996600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 81 51'17" 25.00 NW 0812'45" 22910'59" 7.31 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 08 08'43" 24.97 NE 81 47'15" 10.334648 PC CHORD BRG LENGTH PT -NORTH EAST ELEV 693 SE 81 01'49" 200.88 694 35879.203100 9381.847400 0.00 lot 5- 9-06 Page 2 COORDINATE FILE STONE6.CRD DELTA ARC RP NORTH EAST ELEV 34 2151" 203.92 757 35574.009300 9231.991700 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 08 12'44" 340.00 . NE 26 09'07" 16 51'06" 15.17 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 81 47'16" 105.13 SE 63 50'53" 15.882799 PC CHORD BRG LENGTH PT NORTH EAST ELEV 694 NE 8310'25" 173.09 695 35899.777500 9553.714700 0.00 lot DELTA ARC RP NORTH EAST ELEV - 65 5724" 183.03 313 36021.926000 9451.927000 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 26 09'07" 159.00 SE 39 48'17" 36 02'06" 25.62 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 63 50'53" 103.17 NE. 50 11'43" 30.539270 PC CHORD BRG LENGTH PT NORTH EAST ELEV 695 NE 48 57'14" 35.70 213 35923.222133 9580.640831 DELTA ARC RP NORTH EAST ELEV - 02 2858" 35.71 315 36532.799000 9026.211400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 39 48'17" 824.00 SE 4217'15" 06 57'12" .19 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 5011'43" 17.86 NE 47 4245" .193434 PC CHORD BRG LENGTH PT NORTH EAST ELEV 213 NE 63 31'57" 221.36 197 36021.881900 9778.802600 0.00 DELTA ARC RP NORTH :EAST ELEV 31 3824" 224.20 196 35622.872400 9853.818500 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 42 17'15" 406.00 NW 10 38'51" 14 06'44" 15.38 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 47 4245" 115.04 NE 79 21'09" 15.983411 PC CHORD BRG LENGTH PT NORTH EAST ELEV 197 NE 6519'13" 313.27 202 36152.684300 10063.452900 0.00 DELTA ARC RP NORTH EAST ELEV - 28 0351 " 316.42 201 36656.759200 9659.442400 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 10 38'51" 646.00 SE 38 42'42" 08 52'10" 19.28 p 5- 9-06 Page 3 COORDINATE FILE: STONE6.CRD TANGENT PC*PI TAN'LENGTH TANGENT PI*PT EXTERNAL NE 79 21'09" 161.45 NE 51 17'18" 19.869493 PC CHORD BRG LENGTH PT NORTH EAST ELEV 202 SE 86 23'05" 417.48 203 36126.358200 10480.106600 0.00 DELTA ARC RP NORTH EAST ELEV 84 39'16" 458.02 83 35910.791300 10257.326600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SE 38 4242" 310.00 NE 45 5634" 18 28'57" 80.81 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 51 17'18" 282.35 SE 44 03'26" 109.308585 203 SE 44 03'26" 174.18 204 36001.186000 10601.226000 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 204 SE 52 06'17" 151.19 205 35908.321500 10720.535700 0.00 DELTA ARC RP NORTH EAST ELEV - 16 05'41 " 151.69 80 36376.689700 10989.294300 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 45 5634" 540.00 SW 29 50'53" 10 3637" 5.32 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 44 03'26" 76.35 SE 60 09'07" 5.370413 205 SE 60 09'07" 146.79 206 35835.263800 10847.853900 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 206 SE 2216'16" 196.51 731 35653.417200 10922.327700 0.00 ROW DELTA- ARC RP NORTH EAST ELEV 75 46'13" 211.59 77 35696.482100 10768.232200 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 29 50'37" 160.00 SE 74 23'10" 35 48'36" 33.72 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 60 09'23" 124.49 SW 15 36'50" 42.725830 731 SW 15 36'50" 253.66 732 35409.116700 10854.053400 0.00 ROW PC CHORD BRG LENGTH PT NORTH EAST ELEV 732 SE 16 06'25" 252.38 733 35166.647700 10924.070400 0.00 ROW DELTA ARC RP NORTH EAST ELEV - 63 26'31 " 265.75 74 35344.519400 11085.196600 0.00 .1 5- 9-06 Page 4 COORDINATE FILE: STONE6.CRD RADIAL PC*RP RADIUS - RADIAL RP*PT DEG OF CURVE MID ORD SE 74 23'10" 240.00 SW 42 10'19" 23 5224" 35.85 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SW 15 36'50" ' 148.35 SE 47 4941" 42.147589 733 SE 47 49'41" 746.47 734 34665.497800 11477.304100 0.00 ROW PC CHORD BRG LENGTH PT NORTH EAST ELEV 734 SE 03 51'54" 34.71 736 34630.867000 11479.643700 0.00 ROW DELTA ARC RP NORTH EAST ELEV 87 5534" 38.37 735 34646.969400 11460.520100 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 42 10'19" 25.00 SE 49 54'07" 22910'56" 7.01 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SE 47 4941" 24.11 SW 40 05'53" 9.732475 736 SW 40 05'53" 283.54 100 34413.977900 11297.018700 0.00 100 NW 26 57'00" 202.02 101 34594.059300 11205.460500 0.00 PC CHORD BRG LENGTH PT NORTH EAST ELEV 101 NW 41 3626" 75.91 30 34650.818600 11155.054600 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV - 29 1851 " 76.74 119 34526.077400 11071.750100 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 63 03'00" 150.00 NE 33 44'09" 38 11'50" 4.88 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 26 57'00" 39.23 NW 56 1551" 5.045601 30 NE 23 35'08" 138.82 31 34778.045600 11210.600200 -1.00 BNDY 31 NW 36 5427" 138.21 32 34888.555900 11127.604500 -1.00 BNDY 32 NW 48 33'56" 158.97 33 34993.754800 11008.423700 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 33 NW 59 2746" 87.99 .35 35038.463300 10932.636000 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV - 123 15'57" 107.57 34 34995.648000 10958.459500 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 87 4948" 50.00 NW 31 05'45" 114 3529" 26.24 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 02 10'12" 92.60 SW 58 54'15" 55.236687 .PC CHORD BRG LENGTH PT NORTH EAST ELEV s 5-9-06 Page 5 COORDINATE FILE: STONE6.CRD 35 NW 80 20'36" 65.28 37 35049.413400 10868.281800 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV 81 30'18" 71.13 36 35081.278500 10906.812500 -1.00 RADIAL PC*RP . RADIUS RADIAL RP*PT DEG OF CURVE .MID ORD NW 31 05'45" 50.00 SW 50 24'33" 114 35'30" 12.12 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL SW 58 54'15" 43.09 NW 39 3527" 16.003336 PC CHORD BRG LENGTH PT NORTH EAST ELEV 37 NW 35 43'30" 24.81 39 35069.556300 10853.794400 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV 07 4355" 24.83 38 35166.677100 11010.074700 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NE 50 24'32" 184.00 SW 58 08'28" 31 08'20" .42 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 39 3528" 12.43 NW 31 51'32" .419652 39 NW 31 51'32" 151.06 40 35197.859200 10774.060200 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 40 NW 53 05'51" 84.04 42 35248.322800 10706.855100 -1.00 BNDY DELTA ARC RP NORTH EAST ELEV - 42 2837" 86.00 386 35136.630900 10675.535600 0.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD SW 58 08'28" 116.00 NE 15 39'50" 49 2334" 7.88 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NW 31 51'32" 45.08 NW 74 20'10" 8.452767 42 NE 14 32'17" 219.19 43 35460.495300 10761.877300 -1.00 BNDY 43 NW 60 58'03" 98.25 44 35508.177500 10675.971400 -1.00 BNDY PC CHORD BRG LENGTH PT NORTH EAST ELEV 44 NE 15 41'28" 25.35 46 35532.585710 10682.828201 DELTA ARC RP NORTH EAST ELEV - .29 2223" 25.63 45 35533.462300 10632.835800 -1.00 RADIAL PC*RP RADIUS RADIAL RP*PT DEG OF CURVE MID ORD NW 59 3721" 50.00 SE 88 59'44" 114 35'30" 1.63 TANGENT PC*PI TAN LENGTH TANGENT PI*PT EXTERNAL NE 30 22'39" 13.10 NE 01 00'16" 1.688803 46 NE 77 46'20" 103.83 -47 35554.577100 10784.304200 -1.00 - 5- 9-06 Page 6 COORDINATE FILE: STONE6.CRD BNDY 47 NE 15 36'50" 179.94 48 35727.877500 10832.736200 -1.00 BNDY 48 NW 59 58'14" 176.80 648 35816.356600 10679.667800 0.00 PAR-EXCEP -648 NW 59 58'14" 108.01 647 35870.410100 10586.155700 0.00 PAR-EXCEP 647 NW 44 03'26" 24.65 646 35888.126500 10569.012900 0.00 PAR-EXCEP 646 NW 44 03'26" 216.24 645 36043.529000 10418.641900 0.00 PAR-EXCEP 645 NW 44 03'26" 101.70 644 36116.616900 10347.920400 0.00 PAR-EXCEP 644 NW 85 21'21" 196.49 643 36132.526700 10152.071200 0.00 PAR-EXCEP 643 SW 53 41'55" 287.91 642 35962.073600 9920.039500 0.00 PAR-EXCEP 642 NW 45 31'47" 14.47 641 35972.208900 9909.715000 0.00 PAR-EXCEP 641 NW 85 51'16" 133.98 640 35981.894400 9776.088600 0.00 PAR-EXCEP- 640 SW 73 31'01" 91.03 639 35956.066400 9688.800500 0.00 PAR-EXCEP 639 SW 49 55'04" 188.03 56 35834.997700 9544.936600 -1.00 BNDY 56 SW 73 05'32" 162.81 57 35787.646500 9389.161600 -1.00 BNDY 57 NW 7814'50" 153.93 58 35818.999200 9238.463400 -1.00 BNDY 58 SW 78 42'18" 63.80 59 35806.503100 9175.897600 -1.00 BNDY PERIMETER AREA (sq ft) AREA (acres) 7511.636643 346633.63 7.96 No. 630-4565178 SPECLML REPORT SCHEDULE A 1. This report is for informational purposes only and is not to be considered as a commitment to issue any form of Title Insurance Policy. This report is for the sole use and benefit of the parties set forth in Number 2 below and liability is hereby limited to the amount of the fee paid. This report was prepared from only those items of public record shown in the title plant indices of the issuing company to show the condition of title as reflected by same. Those items to which the hereinafter described land is subject are set forth in Schedule B, Part Two. No attempt has been made to reflect the condition of title relating to the items set forth in Schedule B, Part One. 2. For the use and benefit of: Town of Oro Valley and The WLB Group 3. The Title to the fee estate in the land described herein is at this date hereof vested in: Stone Canyon, L.L.C., an Arizona limited liability company, by Deed recorded November 2, 1998, in Docket 10914, Page 70. 4. The land referred to in this report is situated in Pima County, Arizona, and is described as: SEE EXHIBIT "A" ATTACHED HEREIN Search made to August 22, 2005 at 7:30 A.M. FIRST AMERICAN TITLE INSURANCE COMPANY By: David Riley/dpr (520)577-8707 ,AY No. 630-4565178 EXHIBIT "A" RANCHO VISTOSO NEIGHBORHOOD 11 STONE VI / SALES OFFICE That portion of East Half (E 1/2) of Section 23 and the West Half (W 1/2) of Section 24, Township 11 South, Range 13 East, Gila and Salt River Meridian, Pima County, being an Excluded Parcel lying North of Lots 385, 382,and Northeast of Lot 383 of Final Plat of Stone Canyon VI, Rancho Vistoso Neighborhood 11, Lots 341-396, and Common Area A & B, recorded in Book 59 Maps and Plats, Page 23, Pima County Recorder's Office described as follows: BEGINNING at the West Quarter (W 1/4) corner of said Section 24; THENCE N 00°03'39" W, along the Easterly line of said Lot 383 a distance of 75.39 feet; THENCE N 29°50'55" W, along said line a distance of 75.83 feet to the Northeast corner of said Lot 383; THENCE N 7303 F0I" E, along the Southerly line of Common Area `A' a distance of 91.03 feet; THENCE S 85051'l6" E, along said line a distance of 133.98 feet; THENCE S 45031'47" E, 223.80 feet to a point on the Northeast corner of said Lot 385; THENCE S 89°5447" W, along the North line of Lots 385 and Lot 382 a distance of 342.80 feet to the POINT OF BEGINNING. No. 630-4565178 SCHEDULE B PART ONE: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or by making inquiry of persons in possession thereof. 3. Easements, liens, or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water; whether or not the aforementioned matters excepted are shown by the public records. 6. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records. 7. Lack of a right of access to and from the land. No. 630-4565178 SCHEDULE B (All recording data refers to records in the office of the County Recorder in the County in which the land is situated.) EXCEPTIONS: 1. Taxes for the full year of 2005. (The first half is due October 1, 2005 and is delinquent November 1, 2005. The second half is due March 1, 2006 and is delinquent May 1, 2006.) NOTE: Code 219-19-197A-0, assessed in the total amount of $12.55 for the entire year of 2004. NOTE: Code 219-20-002A-9, assessed in the total amount of $1,562.66 for the entire year of 2004. 2. 2004 Tax Rate: 15.70300 3. Reservations contained in the Patent from the United States of America, reading as follows: Subject to any vested and accrued water rights for mining, agricultural, manufacturing, or other purposes, and rights to ditches and reservoirs used in connection with such water rights as may be recognized and acknowledged by the local customs, laws and decisions of courts; and there is reserved from the lands hereby granted, a right of way thereon for ditches or canals constructed by the authority of the United States of America. Excepting and reserving, to the United States, all the coal and other minerals, together with the right to prospect for, mine and remove the same pursuant to the provisions and limitations of the Act of December 29, 1916, (39 Stat., 862). (Lots & Common Areas) Excepting and Reserving also to the United States, pursuant to the provisions of the Act of august 1, 1946, (60 Stat. 755), all uranium, thorium, or any other material which is or may be determined to be peculiarly essential to the production of fissionable materials, whether or not of commercial value, together with the right of the United States through its authorized agents or representatives at any time to enter upon the land and prospect for, mine and remove the same. (Common Areas A & B only) 4. Water rights, claims or title to water, whether or not shown by the public records. 5. Access Easement and Maintenance Agreement, recorded October 2, 1998 in Docket 10894, Page 2852. No. 6304565178 6. Covenants, conditions and restrictions in the document recorded as Docket 10894, Page 2890 of Official Records, but deleting any covenant, condition or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, handicap, familial status, or national origin, to the extent such covenants, conditions or restrictions violate Title 42, Section 3604(c), of the United States Codes. 7. Covenants, conditions and restrictions in the document recorded as Docket 10894, Page 2917 of Official Records, but deleting any covenant, condition or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, handicap, familial status, or national origin, to the extent such covenants, conditions or restrictions violate Title 42, Section 3604(c), of the United States Codes. 8. Terms, conditions and provisions of the Development Agreement between the Town of Oro Valley and Stone Canyon, L.L.C., set forth in the instrument recorded March 14, 2001 as Docket 11505, Page 923. 9. An easement for sewer and utilities and incidental purposes, recorded as Docket 12426, Page 1377 of Official Records. End of Schedule B NOTE: There are no further matters of record concerning said subdivision and /or property, as of the date of this report. No. 630-4565178 1�SS AUi:ki •f r `5 •r' The First American Corporation PRIVACY POLICY We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information - particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information which you provide to us. It does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from public records or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values, a copy of which can be found on our web site at www.firstam.com. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; Information about your transactions with us, our affiliated companies, or others; and Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial services providers, such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies, and escrow companies. Furthermore, we may also provide all information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other financial institutions with whom we or our affiliated companies have joint marketing agreements. Former Customers Even if you are no longer our customer, our Privacy Policy will continue to apply. Confidentiality and Security We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products and services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. c2001 The First American Corporation - All Rights Reserved - . . . ....... Engineering Planning Surveying Landscape Architecture Urban Design Offices located in Tucson, Phoenix, WLB and Las Vegas 4444 Fa--.-ast Brc),.-=3c1vv Ne Group Tucson, Arizona (520) 881-714180 -ok mg r9i : rem &o i i [e -Affiff:1110 01 iowiem ok m rei : taim iv : rem 1 102 LXA F.11 IOU F24 :19 101 [eye] :4 0 Sheet Title WATEk UllaUDIJI VlUr-L$ STONE CANYON SOUTH waaftm.. BK52s, PG.32 I 11081TLZI 3" = 1 MILE GENERAL NOTE No. lh� LOCATION A PORTION OF SECTION 23 & T-11—S, R-13—E, G. & S. R. OF ORO VALLEY, PIMA COUNTY, 1. ZONING FOR THE SITE IS R1-36. SRI LEGEND (:: ) SIGNIFICANT VEGETATION ROCK OUTCROPS HILLSIDE DEVELOPMENT ZONE* to 25 PERCENT SLOPES RIPARIAN AREAS * AS TAKEN FROM TOWN OF ORO VALLEY RIPARIAN HABITAT MAP 100—YEAR FLOOD LIMITS * (PER TOWN OF ORO VALLEY) APPROXIMATE LOCATION — FOR PLANNING PURPOSES ONLY OWNER/DEVELOPER STONE CANYON, LLC 1121 W. WARNER ROAD SUITE 109 TEMPE, ARIZONA 85284 (480) 831-2000 C/O MR. RICHARD MAES 24 M. ARIZONA STATE LAND' SITE RESOURCE INVENTORY RANCHO VISTOSO NEIGHBORHOOD 11-STONE CANYON SALESIMARKETING CENTER A PORTION OF SECTION 23 T-11—S, R-13—E, G. & S. TOWN OF ORO VALLEY, PIMA COUI Date Item Scale AS SHOWN Job No. 18505OA31J Date 15 MAY 2006 Designed By CB/BB Checked By ("1 (11 & 24 R. M. Sheet E CL 0 0 C%j co 0 Q- 0� w LLJ 0 C/) Z 0 Z 0 Uj Z 0 F— U) F9PROJECT SITE PLAN SCALE: 1" = 40' SIGNIFICANT VEGETATION MITIGATION AMOUNT OF SIGNIFICANT VEGETATION = 300 SQ. FT. AMOUNT OF SIGNIFICANT VEGETATION DISTURBED = 225 SQ. FT. PERCENTAGE OF SIGNIFICANT VEGETATION DISTURBED = 75% SIGNIFICANT VEGETATION PRESERVED IN PLACE (1) CACTI (1) CARNEGIA GIGANTEA (3)15+ TALL SIGNIFICANT VEGETATION TRANSPLANTED (3) CACTI (3) CARNEGIA GIGANTEA (3)15+ TALL Ne71UP a1 ANT SUMMARY BOTANICAL NAME COMMON NAME BLUE RIBBON RED RIBBON WHITE RIBBON TOTAL PER PLANT TRANSPLANT DESTROY PRESERVE IN PLACE ACACIA GREGG- II CAT CLAW ACACIA 0 9 1 10 CARNEGIEA GIGANTEA SAGAURO 4 0 1 5 CELTIS PALLIDA DESERT HACKBERRY 0 0 1 1 CERCIDIUM FLORIDIUM BLUE PALO VERDE 0 1 2 3 CERCIDIUM MICROPHYLLUM FOOTHILL PALO VERDE 0 21 3 24 FEROCACTUS WISLIZNEII FISH-HOOK BARREL 10 0 2 12 FOUQUIERIA SPLENDENS OCOTILLO 4 0 0 4 PROSOPIS VELUTINA MESQUITE 0 1 4 5 TOTAL 18 32 14 64 The Engineering Planning Surveying Landscape Architecture Urban Design W Offices located in Tucson, Phoenix, and Las Vegas 4444 East iBroadw__ay Group Tucson, Arizona (520) 881-7480 Inc. WATER GENERAL NOTES 1. AS REQUIRED BY THE TOWN OF ORO VALLEY, A NATIVE PLANT PRESERVATION BEEN PREPARED BY THE WLB GROUP, INC FOR RANCHO VISTOSO NEIGHBORHOOD 11 STONE CANYON SALES CENTER. 2. A SITE INSPECTION AND INVENTORY OF ALL TREES (3 INCH CALIPER OR GREATER) AND CACTI PER ORO VALLEY ZONING CODE REVISED, SECTION 27.4 3. THIS PLAN SHOWS APPROXIMATE LOCATIONS OF PLANTS SUBJECT TO THE CODE MENTIONED ABOVE. ALL TREES, SAGUARO, AND BARREL CACTUS SUBJECT TO INVENTORY PER THE SALVAGE CODE HAVE BEEN FLAGGED WITH COLORED RIBBON PER THIS CODE. ALL OTHER PLANTS SUBJECT TO INVENTORY HAVE BEEN INVENTORIED, MAPPED AND/OR DESCRIBED HEREIN. 4. THIS PLAN IS SUBJECT TO THE REQUIREMENTS OF ORO VALLEY ZONING CODE REVISED, SECTION. 27AG, COMPLIANCE AND SECTION 27.4 H, APPROVAL FOR SALVAGE. 111 5. THE SALVAGED VEGETATION PER THIS PLAN WILL BE STORED WITHIN A TEMPORARY NURSERY. AND WILL BE WATERED WITH A DRIP IRRIGATION SYSTEM AND MAINTAINED UNTIL REPLANTED ONSITE OR THE SALVAGED VEGETATION WILL BE SPADED DIRECTLY TO THEIR NEW LOCATIONS, THE TEMPORARY NURSERY SHALL BE MONITORED BY A LANDSCAPE ARCHITECT, OR A QUALIFIED NURSERYMAN. IT SHALL BE MAINTAINED PER OVZCR. 21 6. PRIOR TO ANY SITE DISTURBANCE, THE AREAS DESIGNATED TO REMAIN IN PLACE SHALL BE FENCED OR TAPED OFF FOR PROTECTION DURING THE GRUBBING AND GRADING OPERATIONS. 7. PRIOR TO ANY SALVAGE, TREES SHALL BE TAGGED, NUMBERED AND INSPECTED BY TOWN STAFF, IN ACCORDANCE WITH OVZCR SECTION 27.4H. SALVAGE OPERATIONS SHALL NOT COMMENCE UNTIL THE ZONING INSPECTOR HAS PERFORMED AN INSPECTION AND GIVEN APPROVAL. 8. NON—COMPLIANCE WITH THE APPROVED NATIVE PLANT PRESERVATION PLAN AND\ OR DESTRUCTION OF PROTECTED PLANTS SHALL RESULT IN FINES IN ACCORDANCE WITH SECTION 27AG OF THE OVZCR. 9. ALL SALVAGED MATERIALS SHALL BE UTILIZED IN THE CORRESPONDING PROJECT LANDSCAPE PLAN. 10. TAGS (PLASTIC TAPE) SHALL BE COLOR —CODED ACCORDING TO THE FOLLOWING SCHEDULE: EXISTING NATIVE PLANTS TO BE TRANSPLANTED ON SITE ........... BLUE (TOS) EXISTING NATIVE PLANTS TO REMAIN IN PLACE...........................WHITE (PIP) EXISTING NATIVE PLANTS TO BE DESTROYED.................................RED (ROS) 11. PLANT LOCATIONS WERE DETERMINED WITH THE ASSISTANCE OF A GLOBAL POSITIONING SYSTEM. THIS SYSTEM IS ACCURATE TO WITHIN APPROXIMATELY THREE METERS. SUBSEQUENTLY, THE PLANT SYMBOLS SHOWN MAY NOT LIE DIRECTLY ON THE PLANT AS SHOWN ON THE AERIAL PHOTOGRAPH. 12. TOTAL SITE AREA 1.5 ACRES 13. ADDITIONAL PLANTS MAY BE DEEMED SALVAGEABLE BY THE ZONING INSPECTOR, AND SHALL BE SALVAGED. 14. ANY BOXING PRIOR TO THAT TIME WHEN THE APPLICANT MAY APPLY FOR A GRADING PREMIT SHALL BE APPROVED BY THE PLANNING AND ZONING ADMINISTRATOR AND WILL BE PERFORMED AT THE APPLICANT'S OWN RISK. CRITERIA FOR REMOVAL PLANTS DESIGNATED AS TO BE REMOVED/DESTROYED HAVE ONE OR MORE OF THE FOLLOWING CONDITIONS. A. PLANT HEALTH IS POOR TO MEDIUM WITH INFESTATIONS OR APPARENT DISEASES. B. PLANT AGE SUGGESTS UNLIKELY CHANCE OF TRANSPLANT SURVIVAL. C. PLANT IS DAMAGED AND IS NOT CONDUCIVE TO BOX OR SPADE TRANSPLANTING (IRREGULAR BRANCHING). D. SOILS CANNOT BE EXCAVATED AND ARE NOT CAPABLE OF SUPPORTING A BOXED OR SPADED ROOT BALL. E. SURROUNDING TOPOGRAPHY DENIES ACCESS WITH THE APPROPRIATE EQUIPMENT NEEDED TO BOX OR SPADE AND REMOVE PLANT. F. ADJACENT PLANTS POSE A LIKELY INTERFERENCE WITH ROOT SYSTEMS OR INTERFERE WITH PLANT REMOVAL. G. THE OVERALL FORM AND CHARACTER IS NOT REPRESENTATIVE OF THE SPECIES AND IS NOT A VALUABLE SPECIMEN FOR LANDSCAPE OR HABITAT PURPOSES. W• • • ,MCI ■ 0101 a 1/��► \ \ i 22 No. Revision; STONE CANYON P BK52,H PG.27 UNSUBDIVIDED STONE CANYON I SOUTH BM, PG.32 \I Date C Z 0 O U a 2 a 22 u 24'19 LOCATION A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G. & S. R. M. TOWN OF ORO VALLEY, PIMA COUNTY, ARIZONA SHEET INDEX 1 COVER SHEET 2 AERIAL PHOTOGRAPH/INVENTORY OWNER/DEVELOPER STONE CANYON, LLC 1121 W. WARNER ROAD SUITE 109 TEMPE, ARIZONA 85284 (480) 831-2000 C/O MR. RICHARD MAES APPROVAL ANY PLANT DEEMED SALVAGEABLE BY THE ZONING INSPECTOR E SHALL BE SALVAGED. TOWN OF ORO VALLEY NATIVE PLANT SALVAGE PLAN APPROVED BY: co 0 0 Ui PLANNING & ZONING ADMINISTRATOR DATE ca 0 0- 9D0Z 8 t NATIVE PLANT PRESERVATION PLAN RANCHO VISTOSO NEIGHBORHOOD 11-STONE CANYON SALES/MARKETING CENTER A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G. & S. R. M. TOWN OF ORO VALLEY, PIMA COUN- Y, ARIA , Item Scale AS SHOWN Job No. 18505OA31 J Date 15 MAY 2006 Designed By CB/BB Checked By GLG Sheet Of cc Uj w U rA w Q Z 0 Z U w O a a Z WE�1�1 EXISTING N-A7, IVE PLANTS TO AG ACACIA GREGGII CAT CLAW ACACIA BE TRAJNSPLANTED ON SITE. CG CARNEGIEA GIGANTEA SAGUARO A EXISTING NATIVE PLANTS TO CP CELTIS PALLIDA DESERT HACKBERRY REMAIN IN PLACE,, CF CERCIDIUMM FLORIDUM BLUE PALO VERDE 0 EXISTING NATIVE PLANTS TO BE CM CERCIDIUM MICROPHYLLUM FOOTHILL PALO VERDE DESTROYED. .W FEROCACTUS WISLIZENII BARREL CACTUS PROSOPIS VELUTINA VELVET MESQUITE 0 120 Engineering Planning Surveying The Landscape Architecture Urban Design Offices located in Tucson, Phoen—, and Las Vegas WLB Tucson, Arizona (520) 881-7480 Group w 'n Mem A Nrifel Ilk A 601 116well 1 :1 lei 1 01101 1:4 leW BIN s a wel."I k MI IVA fAl [0] ,fij I I :WJW1,j In•S L4 IL No. Date AERIAL PHOTO I INVENTORY Sheet Title Revisions "Ot NATIVE PLANT P� ESER TION PLAN ItANCHO VISTOSO NEIGNSORHOOD 11-STONE CANYON SALESIMARKETING CENTER Item A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G. & S. R. M. TOWN OF ORO VALLEY, PIMA COUNTY, ARI Scale 1 .1 =40 1. w . --C I Job No. 185050A31J 25621 GARY L Date 15 MAY 2006 GRIZZLE Designed By CB/BB Checked By GLG �ZONA Sheet of E CL STONE CANYON SALES CENTER PARKING REQUIREMENTS OV12-05-16 May 9, 2006 The parking requirements for the Stone Canyon Sales Center are unique in that, not only is the applicant providing parking for his staff (8 employees at the sales center, 2 reserved spaces for the Sales Director and Project Manager, and 2 employees for the Guard Shack), but he also needs to provide parking for his 3 sales vehicles, 2 Guard Vehicles as well as parking for potential customers. In addition, this center will also be available for neighborhood meetings/functions and needs to provide adequate parking to serve this use. The parking requirements for This site are as follows: Stone Canyon Sales Center. 3 spaces per every 1,000 sq. ft. (3,870) = 12 spaces 1 space per every 2 employees (8 employees) = 4 spaces 1 mobility impaired space per 25 spaces = 1 space Total 17 spaces Guard Shack: 3 spaces for every 1,000 sq. ft. (676) = 3 spaces 1 space for every 2 employees (2 employees) = 1 space Total 4 spaces Per the requirements of the OVZCR, 21 spaces are required. The Development Plan is currently proposing 21 spaces, plus 2 mobility impaired spaces for a total of 23 spaces. Originally parking for the Guard Shack was provided on the north side of Tortolita Mountain Circle. A decision was made to combine these two separate parking areas into one in an effort to reduce the amount of parking areas provided. Therefore, the parking originally planned on the north side of Tortolita Mountain Circle will be omitted. Additionally, after talking with the applicant, we determined his parking needs for employees at the Sales Center increased to 8 full-time employees. The Applicant's specific parking needs are as follows: 8 spaces for Employees at the Sales Center 3 spaces for the Guard Shack (2 employees, plus one additional space) 3 spaces for Sales Vehicles 2 reserved spaces for the Sales Director and Project Manager 16 spaces are required for employees/vehicles only In addition to the 16 spaces, additional parking is needed for any potential buyers/users of the Sales Facility. No. 630-4565178 SPECIAL REPORT SCHEDULE A 1. This report is for informational purposes only and is not to be considered as a commitment to issue any form of Title Insurance Policy. This report is for the sole use and benefit of the parties set forth in Number 2 below and liability is hereby limited to the amount of the fee paid. This report was prepared from only those items of public record shown in the title plant indices of the issuing company to show the condition of title as reflected by same. Those items to which the hereinafter described land is subject are set forth in Schedule B, Part Two. No attempt has been made to reflect the condition of title relating to the items set forth in Schedule B, Part One. 2. For the use and benefit of: Town of Oro Valley and The WLB Group 3. The Title to the fee estate in.the land described herein is at this date hereof vested in: Stone Canyon, L.L.C., an Arizona limited liability company, by Deed recorded November 2, 1998, in Docket 10914, Page 70. 4. The land referred to in this report is situated in Pima County, Arizona, and is described as: SEE EXHIBIT "A" ATTACHED HEREIN Search made to August.22, 2005 at 7:30 A.M. FIRST AMERICAN TITLE INSURANCE COMPANY By: David Riley/dpr (520)577-8707 No. 630-4565178 EXHIBIT "A" RANCHO VISTOSO NEIGHBORHOOD 11 STONE VI / SALES OFFICE That portion of East Half (E 1/2) of Section 23 and the West Half (W 1/2) of Section 24, Township 11 South, Range 13 East, Gila and Salt River Meridian, Pima County, being an Excluded Parcel lying North of Lots 385, 382,and Northeast of Lot 383 of Final Plat of Stone Canyon VI, Rancho Vistoso Neighborhood 11, Lots 341-396, and Common Area A & B, recorded in Book 59 Maps and Plats, Page 23, Pima County Recorder's Office described as follows: BEGINNING at the West Quarter (W 1/4) corner of said Section 24; THENCE N 00003'39" W, along the Easterly line of said Lot 383 a distance of 75.39 feet; THENCE N 29°50'55" W, along said line a distance of 75.83 fee_ t to the Northeast corner of said Lot 383; THENCE N 7303 F01" E, along the Southerly line of Common Area `A' a distance of 91.03 feet; THENCE S 85°51'16" E, along said line a distance of 133.98 feet; THENCE S 45031'47" E, 223.80 feet to a point on the Northeast corner of said Lot 385; THENCE S 8905447" W, along the North line of Lots 385 and Lot 382 a distance of 342.80 feet to the POINT OF BEGINNING. No. 630-4565178 SCHEDULE B PART ONE: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or by making inquiry of persons in possession thereof. 3. Easements, liens, or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water; whether or not the aforementioned matters excepted are shown by the public records. 6. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records. 7. Lack of a right of access to and from the land. No. 630-4565178 SCHEDULE B (All recording data refers to records in the office of the County Recorder in -the County in which the land is situated.) EXCEPTIONS: 1. Taxes for the full year of 2005. (The first half is due October 1, 2005 and is delinquent November 1, 2005. The second half is due March 1, 2006 and is delinquent May 1, 2006.) NOTE: Code 219-19-197A-0, assessed in the total amount of $12.55 for the entire year of 2004. NOTE: Code 219-20-002A-9, assessed in the total amount of $1,562.66 for the entire year of 2004. 2. 2004 Tax Rate: 15.70300 3. Reservations contained in the Patent from the United States of America, reading as follows: Subject to any vested and accrued water rights for mining, agricultural, manufacturing, or other purposes, and rights to ditches and reservoirs used in connection with such water rights as may be recognized and acknowledged by the local customs, laws and decisions of courts; and there is reserved from the lands hereby granted, a right of way thereon for ditches or canals constructed by the authority of the United States of America. Excepting and reserving, to the United States, all the coal and other minerals, together with the right to prospect for, mine and remove the same pursuant to the provisions and limitations of the Act of December 29, 1916, (39 Stat., 862). (Lots & Common Areas) Excepting and Reserving also to the United States, pursuant to the provisions of the Act of august 1, 1946, (60 Stat. 755), all uranium, thorium, or any other material which is or may be determined to be peculiarly essential to the production of fissionable materials, whether or not of commercial value, together with the right of the United States through its authorized agents or representatives at any time to enter upon the land and prospect for, mine and remove the same. (Common Areas A & B only) 4. Water rights, claims or title to water, whether or not shown by the public records. 5. Access Easement and Maintenance Agreement, recorded October 2, 1998 in Docket 10894, Page 2852. No. 6304565178 6. Covenants, conditions and restrictions in the document recorded as Docket 10894, Page 2890 of Official Records, but deleting any covenant, condition or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, handicap, familial status, or national origin, to the extent such covenants, conditions or restrictions violate Title 42, Section 3604(c), of the United States Codes. 7. Covenants, conditions and restrictions in the document recorded as Docket 10894, Page 2917 of Official Records, but deleting any covenant, condition or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, handicap, familial status, or national origin, to the extent such covenants, conditions or restrictions violate Title 42, Section 3604(c), of the United States Codes. 8. Terms, conditions and provisions of the Development Agreement between the Town of Oro Valley and Stone Canyon, L.L.C., set forth in the instrument recorded March 14, 2001 as Docket 11505, Page 923. 9. An easement for sewer and utilities and incidental purposes, recorded as Docket 12426, Page 1377 of Official Records. End of Schedule B NOTE: There are no further matters of record concerning said subdivision and /or property, as of the date of this report. No. 630-4565178 c ,tiMFpl `S •r' %N\ The First American Corporation PRIVACY POLICY We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information - particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information which you provide to us. It does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from public records or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values, a copy of which can be found on our web site at www.firstam.com. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; Information about your transactions with us, our affiliated companies, or others; and Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has Ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial services providers, such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies, and escrow companies. Furthermore, we may also provide all information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other financial institutions with whom we or our affiliated companies have joint marketing agreements. Former Customers Even if you are no longer our customer, our Privacy Policy will continue to apply. Confidentiality and Security We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products and services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. c2001 The First American Corporation - All Rights Reserved GENERA -,ROTES: 1. THE GROSS AREA OF THE SITE IS 56,153 SQUARE FEET. THE TOTAL DRAINAGE CHANNEL AREA EQUALS 1,232 SQUARE FEET. 2. ZONING FOR THIS SITE IS R1-36, SINGLE FAMILY RESIDENTIAL. THE MINIMUM LOT SIZE IS 36,000 SQUARE FEET. THE SETBACKS ARE: FRONT: THIRTY FEET (30');. SIDE: FIFTEEN FEET (15'); AND REAR: FORTY FEET (40'). 3. BUILDING AREA: 3,870 SQ. FT. 4. PARKING REQUIREMENTS: 3 SPACES PER EVERY 1,000 SQ.FT. (3,870) =12 SPACES 1 SPACES PER EVERY 2 EMPLOYEES (8 EMPLOYEES) =4 SPACES 1 MOBILITY IMPAIRED SPACE PER 25 SPACES =1 SPACE GUARD SHACK: 3 SPACES FOR EVERY 1,000 SQ. FT. (676) =3 SPACES 1 SPACE FOR EVERY 2 EMPLOYEES (2 EMPLOYEES) =1 SPACE TOTAL PARKING REQUIRED =21 SPACES PARKING PROVIDED: PARKING PROVIDED =21 SPACES MOBILITY IMPAIRED PARKING PROVIDED =2 SPACES TOTAL PARKING PROVIDED =23 SPACES BICYCLE PARKING REQUIRED: ONE PER EVERY 15 SPACES =2 SPACES BICYCLE PARKING PROVIDED : =4 SPACES 5. MAXIMUM PERMITTED BUILDING HEIGHT IS 30'. 6. BASIS OF BEARINGS: IS THE EAST LINE OF THE SE 1 /4 OF SECTION 14, T11 S, R13E, SAID BEARING IS N00'01'13'E. 7. BASIS OF ELEVATION: BEING THE BRASS CAP SURVEY MONUMENT AT THE CENTERLINE OF INTERSECTION OF RANCHO VISTOSO BLVD. AND VISTOSO HIGHLANDS DRIVE, ELEVATION IS 2951.36 FEET. 8. A DRAINAGE REPORT INCLUDING THIS SITE HAS BEEN PREPARED AND SUBMITTED TO THE TOWN OF ORO VALLEY UNDER SEPARATE COVER, FOR STONE CANYON VI, AND A DRAINAGE STATEMENT LETTER HAS BEEN PREPARED & SUBMITTED TO THE T.O.V. UNDER SEPARATE COVER. 9. DEVELOPER WILL COVENANT TO HOLD TOWN OF ORO VALLEY, ITS SUCCESSORS AND ASSIGNS, HARMLESS IN THE EVENT OF FLOODING. 10. DRAINAGE WILL NOT BE ALTERED, DISTURBED OR OBSTRUCTED WITHOUT THE APPROVAL OF THE ORO VALLEY TOWN COUNCIL. 11. ALL WEATHER ACCESS WILL BE PROVIDED TO THE SALES CENTER. 12. GAS - SOUTHWEST GAS COMPANY ELECTRIC - TUCSON ELECTRIC POWER COMPANY CABLE T.V. - COMCAST WATER - T.O.V. WATER UTILITY TELEPHONE - Q WEST FIRE PROTECTION - GOLDER RANCH FIRE DISTRICT 13. DESIGN VEHICLE IS SU-30, DESIGN SPEED IS 25 M.P.H. 14. ALL ACCESS DRIVES ARE PRIVATE. 15. ANY UTILITIES THAT WILL BE RELOCATED OR EXTENDED AS A RESULT OF THIS DEVELOPMENT WILL BE RELOCATED OR EXTENDED AT NO EXPENSE TO THE TOWN OF ORO VALLEY OR PIMA COUNTY. 16. THIS DEVELOPMENT WILL BE SERVED BY ORO VALLEY WATER UTILITY WHICH HAS BEEN DESIGNATED AS HAVING AN ASSURED 100-YEAR WATER SUPPLY BY THE DIRECTOR OF WATER RESOURCES. 17. REQUIRED FIRE FLOW FOR THE DEVELOPMENT IS 1500gpm. BUILDING SHALL BE SPRINKLED. 18. UTILITIES WILL BE LOCATED UNDERGROUND IN CONFORMANCE WITH ARIZONA CORPORATION COMMISSION AMENDED GENERAL ORDER U-48. 19. THIS PROJECT WILL HAVE 0 EXISTING AND 29 PROPOSED WASTEWATER FIXTURE UNIT EQUIVALENTS PER TABLE 13.20.045(E)(1) IN PIMA COUNTY CODE 13.20.045(E) 20. THE SOILS ENGINEER OF RECORD OR OTHER REGISTERED PROFESSIONAL CIVIL ENGINEER WITH EXPERTISE IN THE AREA OF SOILS ENGINEERING SHALL CERTIFY, IN WRITING, THAT ALL SOILS OPERATIONS FOR THIS DEVELOPMENT WERE PERFORMED IN ACCORDANCE WITH THE RECOMMENDATIONS AS SET FORTH IN THE SOILS REPORT BY WESTERN TECH. INC. JOB NO. 2921JX011 DATED FEBRUARY 13 2001 AND ANY ACCEPTED ADDENDUMS/ AMENDMENTS MADE THERETO. CERTIFICATION IN WRITING IS TO BE RECEIVED BY THE ENGINEER OF THE TOWN OF ORO VALLEY PRIOR TO THE' REQUEST FbR ANY BUILDING PERMITS ANTOD R FINAL INSPECTION AND THE RELEASE OF ASSURANCES. 21. THE SOILS ENGINEER OF RECORD OR OTHER REGISTERED PROFESSIONAL CIVIL ENGINEER WITH EXPERTISE IN THE AREA OF SOILS ENGINEERING SHALL CERTIFY IN WRITING THAT ALL MATERIALS UTILIZED ON THIS DEVELOPMENT ARE IN CONFORMANCE WITH THE ACCEPTED PLANS AND SPECIFICATIONS. CERTIFICATIONS, IN WRITING, ARE TO BE RECEIVED BY THE TOWN ENGINEER OF THE TOWN OF ORO VALLEY PRIOR TO THE REQUEST FOR FINAL INSPECTION AND THE RELEASE OF ASSURANCES. 22. THE PROFESSIONAL ENGINEER OF RECORD SHALL SUBMIT AS -BUILT RECORD DRAWINGS AND CERTIFY IN WRITING THAT ALL IMPROVEMENTS, WHETHER PRIVATE OR PUBLIC, HAVE BEEN CONSTRUCTED, PLACED, INSTALLED, ETC. IN SUBSTANTIAL CONFORMANCE WITH THE ACCEPTED PLANS FOR THIS DEVELOPMENT. CERTIFICATION IN WRITING AND THE AS -BUILT RECORDED DRAWINGS ARE TO BE RECEIVED BY THE TOWN OF ORO VALLEY A MINIMUM OF TWO(2) WEEKS PRIOR TO THE REQUEST FOR CERTIFICATES OF OCCUPANCY AND/OR FINAL INSPECTION BY THE DEPARTMENT OF PUBLIC WORKS AND THE RELEASE OF ASSURANCES, EXCEPT FOR MODEL HOMES INTENDED TO BE USED FOR SALE PURPOSES. 23. A GEOTECHNICAL ENGINEER (OR THEIR REPRESENTATIVE) SHALL OBSERVE THE FOOTING EXCAVATION FOR EACH BUILDING STRUCTURE PRIOR TO THE PLACEMENT OF REINFORCING STEEL AND CONCRETE. 24. ACCEPTANCE OF THE PLANS DOES NOT CONSTITUTE OR IMPLY ACCEPTANCE OF THE FOLLOWING: 1. WALL(S) RETAINING OR OTHER TYPE(S). 2. ANY REINFORCED CONCRETE STRUCTURES). 3. ANY EMBANKMENT(S) WHOSE PRIMARY PURPOSE IS TO FUNCTION AS RETENTION/DETENTION STRUCTURE. SEPARATE PLAN CHECK(S) AND PERMITS) ARE REQUIRED, ALL IN ACCORDANCE WITH THE APPLICABLE CODES OF THE TOWN OF ORO VALLEY. 25. ONLY THAT VEGETATION SHALL BE REMOVED WHICH IS NECESSARY FOR BUILDING PADS AND ACCESSORY USES, BE REMOVEDD DRIVEWAYS. BE SAVED AND TTHRANSPLOANVTERDErOR OQNUSI fEIRONWOODLA�INGGUAROS AND BARREL CACTI TO 26. ARIZONA GAME AND FISH DEPARTMENT'S GUIDELINES FOR HANDLING DESERT TORTOISE SPECIMENS SHALL BE FOLLOWED, IF THESE ANIMALS ARE ENCOUNTERED DURING DEVELOPMENT. 27. APPROVED IMPROVEMENT PLANS AND APPROVED ASSURANCES WILL BE REQUIRED PRIOR TO TO ISSUANCE OF GRADING PERMITS. 28. THE PROPERTY OWNER, HIS SUCCESSORS OR ASSIGNS AGREE TO 1. KEEP ALL REQUIRED LANDSCAPED AREAS MAINTAINED IN A WEED FREE, TRASH FREE CONDITION, 2. REPLACE ANY DEAD PLANT MATERIAL WITHIN 90 DAYS AND 3. MAINTAIN THE IRRIGATION SYSTEM IN PROPER WORKING ORDER. 29. ANY WASTEWATER DISCHARGED INTO THE PUBLIC SANITARY SEWERAGE SYSTEM SHALL MEET THE REQUIREMENTS OF THE INDUSTRIAL WASTE ORDINANCE (PIMA COUNTY ORDINANCE NO. 1991-140, AS AMENDED). 30. THE ON -SITE SANITARY SEWERS WILL BE PRIVATE AND WILL BE CONSTRUCTED, OPERATED AND MAINTAINED ON A PRIVATE BASIS, AND IN ACCORDANCE WITH AN APPROVED OPERATION AND MAINTENANCE PLAN, IF REQUIRED. THE LOCATION AND METHOD OF CONNECTION TO AN EXISTING PUBLIC SANITARY SEWER IS SUBJECT TO REVIEW AND APPROVAL BY THE PIMA COUNTY WASTEWATER MANAGEMENT DEPARTMENT AT THE TIME OF SUBMITTAL OF THE PLUMBING OR BUILDING PLANS. 31. A PROJECT CONSTRUCTION PERMIT MUST BE SECURED FROM PIMA COUNTY WASTEWATER MANAGEMENT DEPARTMENT BEFORE BEGINNING ANY WORK ON THIS PROJECT. 32. ACCESS ACROSS FLOOD PRONE AREAS TO BUILDING SITES WILL BE APPROVED BY THE TOWN ENGINEER AND SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. 33. THIS PROJECT SHALL STAND ALONE AS A SEPARATE DEVELOPMENT PLAN AND SHALL BE REVIEWED AND APPROVED AS SUCH. HOWEVER, IT WILL BE PLATTED AS A PART OF THE STONE CANYON VIII FINAL PLAT PRIOR TO THE RECORDATION OF SAID PLAT. 34. "REFER TO THE PIMA COUNTY DEVELOPMENT AGREEMENT; OV9-01-04, ORDINANCE NO. (0) 02-24, APPROVED BY TOWN COUNCIL ON AUGUST 21, 2002; AND OV12-05-16, LANDSCAPE PLAN FOR CONSISTENCY IN DEVELOPMENT. 35. THE EXACT AMOUNT OF ENCROACHMENT INTO AREAS WITH TWENTY-FIVE PERCENT SLOPES IS 6,023 SQ. FEET; AREA OF MITIGATED OUTCROPPINGS IS 1,623 SQ. FEET, AND AREA OF OPENSPACE TRADE IS 4,400 SO. FEET. The Engineering Planning Surveying Landscape Architecture Urban Design WLB Offices located in Tucson, Phoenix Las Vegas, and Victor Valley, Ca 4444 Eost BrocDdvvcay GroupwlE Tucson, Arizona (602) 881-7480 Inc. 14 13 23 I '124 FND. G.L.O. MONUMENT N tsr 0 I y$ �. o Cn W cr, m N 1 cn Cn N ZFND. G.L.O. MONUMENT W. 1 /4 COR. SECT. 24 '38CJ PER TITLE 24 A HANDICAP SYMB G 101e i 5A9 p �►' 01s� ,ell i� A, PROJECT LAYOUT PLAN E19 SCALE: 1 = 50' 231 24 26 � 25 FND. G.L.O. MONUMENT 0 N STRIPE (TYP. 4 WH I TE 9.0' 5. 0' PARKING SEC. 12-502 G (TYP.) STANDARDS SIGN CODE PLATE PER ORO VALLEY W VAN ACCESSIBLE HANDICAP PARKING SIGN �,� HANDICAP PA coo 000 000 10 o 487 EARTHWORK CUT= 620 cu. yds FI LL= 834 cu. yds. TABLE OF 100-YEAR POST -DEVELOPED DISCHARGES CONC. POINT WATERSHED AREA (AC) Q100 (CFS) A 2.30 18.4 Al -- 0.24 1.9 (20.3)* B --- --.-- 1.39 11.1 131 0.23 1.8 (12.9)* C 0.08 0.6 D 19.20 127.0 D1 0.15 1.2 (128.2)* (0.0)* - Total 100-year discharge at concentration point. 8.0' VAN ACCESSIBLE HANDICAP RAMP W/TRUNCATED DOMES PER PC/COT 207 PER PC/COT DTL # 209 & GUTTER, TYPE 1(G) 6" VERTICAL CURB 'ING DETAIL N.T.S. WATER UIVJUDUI VlUGu STONE CANYON i SOUTH -: z D 0 0 a a 22 3" = 1 MILE SHEET INDEX SHEET 1 COVER SHEET SHEET 2 PLAN SHEET SHEET 3 OPEN SPACE TRADE EXHIBIT PIMA COUNTY ADDRESSING t 9.0' 8.0' PARKING PER TITLE 24 AND A.D.A. HANDICAP SYMBOL 0 N 000 000 000 PER PC/COT DTL # 209 & GUTTER, TYPE 1(G) 6" VERTICAL CURB 4P PARKIN( STRIPE TYP. 4 WH I T! SEC. 12-502 G (TYP.) STANDARDS SIGN CODE PLATE PER ORO VALLEY W/ VAN ACCESSIBLE HANDICAP PARKING SIGN ETAIL N.T.S. I WATv.` d rrlil, l A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G. & S. R. M. TOWN OF ORO VALLEY, PIMA COUNTY, ARIZONA LEGEND PROPERTY BOUNDARY EASEMENT LINE TOW TOP OF WALL ELEVATION GRD GROUND ELEVATION SECTION LINE OWNER/DEVELOPER STONE CANYON, LLC 1121 W. WARNER ROAD SUITE 109 TEMPE, ARIZONA 85284 (480) 831-2000 C/O MR. RICHARD MAES cP DRAINAGE CONCENTRATION POINT 11 PARKING SPACES EXIST. FIRE HYDRANT PIMA COUNTY STANDARD DETAIL NUMBER 3034.3 x EXISTING SPOT ELEVATION 80.50 PROPOSED SPOT ELEV. OF TOP CONC. OR GRADE & PROPOSED HANDICAPPED PARKING FFE FINISHED FLOOR ELEVATION EXISTING 5' CONTOUR EXISTING 1' CONTOUR EXISTING PAVEMENT AND CURB - -w-- - EXISTING WATERLINE - -s- EXISTING SEWER -w-�-- NEW WATERLINE AND VALVE ---S-�O- NEW SEWER LINE AND MANHOLE - - 25 % SLOPE - - - - - GRADING LIMITS - - - 100 YEAR FLOODPLAIN SECTION CORNER FLOW ARROW M�\,--_ SITE VISIBILITY TRIANGLES -3F- GRADE BREAK NEW PAVEMENT AREA NEW DECORATIVE WALKWAY NEW COLORED CONCRETE A DEVELOPMENT PLAN FOR SALES / MARKETING CENTER STONE CANYON SHOWN AS LOT 600 ON STONE CANYON VIII BEING A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G.&S.R.M. TOWN OF ORO VALLEY, PSI MA,`)COU�4TY, ARIZONA OV12-05-16 CA l SCALE: 1"=50' �25M3 �Q C.I. = 1' MICHmi R. MAY 2006 SMITH F W.L.B. #185050-A31J-0103 *• SHEET 1 OF 3 BUILDING 4 6.9' MIN. WIDTH FINISHED BOULDER WALL.r, PAD EL=94.50 0.30' DETAIL MIN. FB 7 1.42' Q,.=20.10 cfs GROUTED ROCK S=2.5% 6' RIP -RAP d=1.42' V=4.97fps SECTION A - A C.P. -A N TS 3OULDER WALL G DETAIL VARIES 91 MIN. WIDTH SEE PLAN BUILDING FI NI SHED 0.19' V ES PAD EL=94.50 100 LF 4'" PVC (HCS) 0 7.80% / • MIN. FB S26.48 54 E EXIST. ; Cd EXIST. CO 11 j * ' 1 e#0 ; 1. 02 r , . r RIM EL=99.40 ti .� : ; %.=11. cfs I N V. S = 95.40 �(� ^� '� "� ..:.� " �� 1 C�© 6 S=1.00% •.!`'� EARTHEN f d=1.02' `=2.66fps fCv SECTION B— B C P. B CN PROPOSED WATER FEATURE \ �, �"'� �� i� NTs BY OTHERS37 Al� C=01.$6 w, : f �g- ' - 99----0-0C 9�1 ` � ,'... -- are �,� �, � .= `'�`` ,i •.ter. , 20.00 , ;•�, �� �� \ -° �C.o�9 1'1 .- '" '.�- f C Cy -%� `t/ j GR IMITS ♦♦ 24.00' PARKING =99.42 - - - j/ , . • �- •.� •..,,� 25% SLOPE ��� 1>��,/\ ry - #m■Ar, �' ' 8.92 � `� ,r"�• : ��VARIES s ,. `r "` �+ ,,. �„ ; � I � r r • r► � ♦ � � ,. (SEE PLAN) F .01 25% SLOPE001 • � f 6" VERTIC CURB ?` TO TER C 3ECTI ON■. i 0 PER,PC/COT DTL # 212 ••�►� SEE DTL E ON THIS SHT. 41 25% SLOPE 25% SLOPE / EXI ST. CO .• - HIM EL=6 I NV.(E)=80 INV.(S)=A99 i ` •' I 24.17 LF 4" PVC (HCS) 0 8.00% � S30'12 06 W EXI ST. t.Not EXIST. COPTV EL=88.45: j I 383 INV.(N)=78.06; ; INV.(S)=77.99-/ ` ` r N EXISTING >> // Ltj 10, J 4- CURB r- ; 0low U 0UIL� �/ �^ ! ♦ 4*� S0 �0 41 TALI rr 00 54 ��, ^� •_..• �> Irolt // 4 -� FG _ - - V ATE 10,3svrM6 The Engineering Planning Surveying Landscape Architecture Urban Design WLB Offices located in Tucson, Phoenix Los Vegas, and Victor Volley, Ca 4444 Ecast Broadway Group Tucson, Arizona (602) 881-7480 09 20' 40' 609 6i=mmomml EARTH 6" CONC. VERT. CURB & GUTTER TYPE 1(G) -PER PC/COT DTL #209-TYP. BOTH SIDES 2-1 /2" ASPHALTIC CONCRETE 4" AGGREGATE BASE COURSE (PAVEMENT SEC. TO BE VERIFIED) SECTION C —C N TS PER PC/COT PER PC/COT DTL # 212 (MODIFIED�213) D) (MODI IE PER T SEE DTL. "F" DTL #209 BELOW SEE DTL. "F" o BELOW 0 0 � A. PER PC COT 8.0' DTL #107 \�'� GROUTED ROCK DETAIL "D" 6" RIP -RAP N TS PER PC COT DTL #209 PER PC COT MODIFIED DTL #213 SEE DTL. "F" BELOW PER PC COT 00' TRANFITBELOW DTL # 107 8.00,GROUTED ROCK 6" RIP -RAP DETAIL N TS 3.00' 6" CONC. VERT. CURB & - r-"= ' V �• GUTTER TYPE 1(G) —PER PER PC/COI(MOD) PC/COT DTL #209 �� � DTL #212 DETAIL F' L N TS ." A DEVELOPMENT PLAN FOR -_NCHED SALES / MARKETING CENTER a' FOR STONE CANYON SECTION SHOWN AS LOT 600 ON STONE CANYON VIII BOTTOM OF BEING A PORTION OF SECTION 23 & 24 12' INTO T-11—S, R-13—E, � G.8�,.R.M. 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"I I S / i _ __ - -- — — y--- ----- ----- --- , / � ! .1 1� { The Engineering Planning Surveying Landscape Architecture Urban Design WEB Offices located in Tucson, Phoenix i Las Vegas, and Victor Valley, Co Group ��W_ 4444 .ona Broadway Tucson, Arizona (602) 8$1-74$0 . 0' 20' 40' 60' 6023 S F -1623 S F - 4400 S F • _ — mm I__ AREAS OF >25� SLOPE ,_ .` ":�`_• AREAS OF ENCROACHMENT AREAS OF ENCROACHMENT & ROCK OUTCROP RECONSTRUCTION AREAS OF OPEN SPACE TRADE i J J L i 1 I F L C y I c ( ( () .r O OPEN SPACE TRADE k EXHIBIT l� A DEVELOPMENT PLAN FOR 4 SALES f MARKETING CENTER STONE CANYON % SHOWN AS LOT 600 ON STONE CANYON VIIIla •#_ BEING A PORTION OF SECTION 23 & 24 0 T-11—S, R-13—E, G.&S.R.M. TOWN OF ORO VALLY, I A I C NTY, ARI ZONA 1. . \ T OVI 2-05— t 6 Ii1E1CA TF C SCALE. 1 =20 c► 25013 0 ., La C.I. = 1' MIDiAEL R. 2 SMITH Imox MAY 2006 C W.L.B. 1895050-A31 J-'0103 P SHEET 3 OF 3 a Randall D. Harris, P.E. Senior Geotechnical Engineer GEOTECHNICAL EVALUATION PROPOSED STONE CANYON VI TORTOLITA MOUNTAIN DRIVE ORO VALLEY, ARIZONA WT JOB NO. 2921JX011 Western Technologies Inc. The Quality People Since 1955 TUCSON — ARIZONA 3480 South Dodge Boulevard Tucson, Arizona 85713-5435 (520) 748-2262 9 fax 748-0435 PREPARED FOR STONE CANYON, LLC. February 13, 2001 P 12474 ,SON C. \' - 137 f rJon. Schwindt, P.E. Senior Geotechnical Engineer ARIZONA NEVADA NEW MEXICO OFFICES BULLHEAD CITY 520-758-8378 PHOENIX 602-437-3737 LAS VEGAS 702-798-8050 ALBUQUERQUE 505-823-4488 FLAGSTAFF 520-774-8708 SIERRA VISTA 520-458-0364 FARMINGTON 505-327-4966 n LAKESIDE 520-368-5568 TUCSON 520-748-2262 2/95 Western Technologies _ Inc. The Quality People Since1955 February 13, 2001 Stone Canyon, LLC. c/o The WLB Group 4444 East Broadway Boulevard Tucson, Arizona 85711 Attn: Linda Thompson 3480 South Dodge Boulevard Tucson, Arizona 85713-5435 (520) 748-2262 • fax 748-0435 F Re: Geotechnical Evaluation WT Job No. 2921 JX011 Proposed Stone Canyon VI Subdivision Tortolita Mountain Drive and Vistoso Highlands Drive Oro Valley, Arizona Western Technologies, Inc. (WT) has completed the geotechnical evaluation for the proposed subdivision to be located along Tortolita Mountain Drive between Vistoso Highlands Drive and Rancho Vistoso Boulevard in Oro Valley, Arizona. This study was performed in general accordance r with our proposal number 2920PX1171, dated December 21, 2000. The results of our evaluation, including the boring location diagram, boring logs, laboratory test results, and geotechnical recommendations are attached. We appreciate being of service to you in the geotechnical engineering phase of this project and are prepared to assist you during the construction phases as well. If design conditions change, or if you have any questions concerning this report or any of our materials testing, special inspection, or consulting services, please do not hesitate to contact us. We look forward to working with you on future projects. Sincerely, WESTERN TECHNOLOGIES, INC. Geotechnical Engineering Services Randall D. Harris, P.E. Senior Geotechnical Engineer Copies to: Addressee (4) TABLE OF CONTENTS 1.0 PURPOSE............................................................................................. 1 2.0 PROJECT DESCRIPTION........................................................................ 1 3.0 SCOPE OF SERVICES............................................................................ 1 3.1 Field Exploration......................................................................... 1 3.2 Laboratory Analyses.................................................................... 2 3.3 Analyses &Report ...................................................................... 2 4.0 SITE DESCRIPTION............................................................................... 2 4.1 Surface 4.2 Subsurface................................................................................. 3 4.3 Groundwater 5.0 GEOTECHNICAL PROPERTIES AND ANALYSIS ........................................ 3 6.0 RECOMMENDATIONS........................................................................... 3 6.1 General......................................................................................3 6.2 Foundations................................................................................4 6.2.1 Conventional Spread Foundations ....................................... 4 6.2.2 Post -Tensioned Slabs on Ground ......................................... 5 6.2.3 Mat Foundations............................................................... 6 6.3 Lateral Design Criteria.................................................................. 7 6.4 Seismic Considerations................................................................ 8 6.5 Conventional Slab -on -Grade Support ............................................. 8 6.6 Drainage.................................................................................... 9 6.7 Corrosivity................................................................................. 9 6.8 Pavements................................................................................. 9 7.0 EARTHWORK......................................................................................10 7.1 General.....................................................................................10 7.2 Site Clearing..............................................................................10 7.3 Excavation................................................................................1 1 7.4 Foundation Preparation...............................................................1 1 7.5 Interior Slab Preparation..............................................................1 1 7.6 Pavement Preparation.................................................................12 7.7 Materials...................................................................................12 7.8 Placement and Compaction.........................................................13 7.9 Cut and Fill Slopes.....................................................................13 7.10 Compliance...............................................................................14 8.0 LIMITATIONS......................................................................................15 9.0 OTHER SERVICES................................................................................15 10.0 CLOSURE............................................................................................15 Q IBORING LOCATION DIAGRAM................................................................. Plate 1 APPENDIX A Definition of Terminology.................................................................... A-1 Method of Soil Classification............................................................... A-2 BoringLog Notes............................................................................... A-3 BoringLogs........................................................................ A-4 thru A-14 APPENDIX B LaboratoryTests.................................................................................B-1 I I GEOTECHNICAL EVALUATION PROPOSED STONE CANYON VI SUBDIVISION TORTOLITA MOUNTAIN DRIVE AND VISTOSO HIGHLANDS DRIVE ORO VALLEY, ARIZONA WT JOB NO. 2921JX011 1.0 PURPOSE This report contains the results of our geotechnical evaluation for the proposed subdivision to be located along Tortolita Mountain Drive between Vistoso Highlands Drive and Rancho Vistoso Boulevard in Oro Valley, Arizona. The purpose of these services is to provide information and recommendations regarding: • foundation design parameters • corrosivity • lateral earth pressures • slabs -on -grade • earthwork • cut and fill slopes • pavement sections • excavation conditions • drainage • seismic conditions 2.0 PROJECT DESCRIPTION The proposed project will include subdividing undeveloped property into 40 residential lots. Future f� construction will include one- or two-story residential structures with about 1,500 to 3,000 square feet and of wood -frame construction. The maximum wall and column loads will be about 1 to 2 kips per linear foot and 15 to 30 kips, respectively. Minor cuts and/or fills (plus or minus 3 feet) are expected with the finished floor level near existing grade. Final site grading plans were not available at the time of this report. 3.0 SCOPE OF SERVICES 3.1 Field Exploration Eleven borings were drilled to depths ranging from 2 to 10 feet below existing site grade in the proposed building areas. The borings were at the approximate locations shown on the attached Boring Location Diagram. A field log was prepared for each boring. These logs contain visual classifications of the materials encountered during drilling as well as interpolation of the subsurface conditions between samples. Final logs, included in Appendix A, represent our interpretation of the field logs and may include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their thickness, and the locations where samples were obtained. HI Stone Canyon, LLC. Ref. No. 2921 JX01 1 The Unified Soil Classification System was used to classify soils. The soil classification symbols appear on the boring logs and are briefly described in Appendix A. Local and regional geologic characteristics were used to estimate the seismic design criteria. 3.2 Laboratory Analyses Laboratory analyses were performed on representative soil samples to aid in material classification and to estimate pertinent engineering properties of the on -site soils for preparation of this report. Testing was performed in general accordance with applicable ASTM specifications.. The following tests were performed and the results are presented in Appendix B. ( •Water Content •Plasticity • Dry Density • Minus #200 Sieve (� • Compression • Total Dissolved Solids i Expansion 1 3.3 Analyses and Report Analyses were performed and this report was prepared for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of such studies with you. This geotechnical engineering report includes a description of the project, a discussion of the field and laboratory testing programs, a discussion of the subsurface conditions, and design recommendations as required to satisfy the purpose previously described. 4.1 ace 4.0 SITE CONDITIONS —Suf At the time of our exploration, the site was undeveloped with the exception of two roads which had been rough -graded. The ground surface was rolling and contained a moderate to heavy growth of cacti, mesquite and palo verde. Site drainage trended to the south. Other site features included rock outcrops which have been weathered to stacks of boulders. Stone Canyon, LLC. Ref. No. 2921 JXO11 4.2 Subsurface As presented on Logs of Borings, surface soils to depths of one to four feet were found to be loose to very dense Silty SAND and SAND with silt. The materials underlying the surface �1 soils and extending to the full depth of exploration consisted of slightly to highly weathered granitic rock which became less weathered with depth. Auger refusal was encountered between 2 to 10 feet in depth in all borings. Groundwater was not encountered in any boring at the time of exploration. 4.3 Groundwater Groundwater was not encountered in any test boring at the time of exploration. These observations represent the groundwater conditions at the time of measurements and may not be indicative of other times. Groundwater levels can be expected to fluctuate with varying seasonal conditions. During rainy periods, water will likely perch above the shallow bedrock. 5.0 GEOTECHNICAL PROPERTIES & ANALYSIS Laboratory test results indicate that native subsoils near shallow foundation level exhibit low compressibility at existing water contents. Medium to moderately high additional compression occurs when the water content is increased. Near surface soils are non -plastic and exhibit low expansion potential when recompacted, rconfined by loads approximating floor loads and saturated. Slabs -on -grade supported on recompacted native soils have a low potential for heaving if the water content of the soil increases. 6.0 RECOMMENDATIONS 6.1 General Our recommendations are based on the assumption that the overall site conditions are similar to those disclosed by the borings. If variations are noted during construction, or if changes are made in the site plan, structural loading, foundation type or floor level, we should be notified to supplement our recommendations, as applicable. This report does not encompass the effects, if any, of underlying geologic hazards or regional groundwater withdrawal and expresses no opinion regarding their effects on surface movements at the project site. 1 3 � Stone Canyon, LLC. Ref. No. 2921 JX01 1 6.2 Foundations Because of variations in bearing materials, foundation bearing levels, structural loads and possible final grades, we considered the following foundation systems. These alternate foundation systems present various economic, design, and performance comparisons for your consideration. shallow footings on engineered fills • post -tensioned slabs -on -grade • mat foundations 1 6.2.1 Conventional Spread Foundations Conventional spread -type footings may be used to support the proposed structures. The native soils in the area have exhibited substantial collapse potentials, therefore, the ' foundations should bear on competent rock or engineered fills achieved by removal and recompaction of the soils below foundations. The depth and lateral extent of the engineered fills is presented in the "Earthwork" section of this report. Alternative footing depths and allowable bearing capacities are presented in the following tabulation: Footing Depth Below Finished Grade (ft)' Allowable Bearing Capacity (psf)2 1.0 1,000 1.5 1,500 2.0 2,000 2.5 2,500 ' Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. z Allowable bearing capacities assume fulfillment of "Earthwork" recommendations. Where foundations are supported on clean competent rock, allowable bearing capacities of up to 4,000 pounds per square foot may be used. We anticipate that differential settlement movement of the proposed structures, supported as recommended, should be less than % inch. Stone Canyon, LLC. Ref. No. 2921 JX011 Additional foundation movements could occur if water from any source infiltrates the foundation soils. Therefore, proper drainage should be provided in the final design and during construction. The allowable bearing capacities apply to dead loads plus design live load conditions. The allowable bearing capacity may be increased by one-third when considering total loads that include wind or seismic forces. Recommended minimum widths of column footings, masonry wall footings, and wood -frame wall footings are 24, 16 and 12 inches, respectively. For foundations adjacent to slopes, a minimum horizontal setback of five (5) feet should be maintained between the foundation base and slope face. In addition, the setback should be such that an imaginary line extending downward at 45 degrees from the nearest foundation edge does not intersect the slope. 'i Thickened slab sections can be used to support interior partitions, provided that: • loads do not exceed 700 plf, • thickened sections have a minimum width of 12 inches, and Cthickness and reinforcement are consistent with structural requirements. All footings and masonry walls should be reinforced to reduce the potential for distress f caused by differential foundation movements. The use of joints at openings or other discontinuities in masonry walls is recommended. We recommend that the geotechnical engineer or his representative observe the footing excavations before reinforcing steel and concrete are placed. This observation is to assess whether the soils exposed are similar to those anticipated for support of the footings. Any soft, loose or unacceptable soils should be undercut to suitable materials and backfilled with approved fill materials or lean concrete. Soil backfill should be properly compacted. 6.2.2 Post -Tensioned Slabs -On -Ground An alternative to the spread footings discussed above is a post -tensioned foundation/slab system designed in accordance with the guidelines presented in the Post -Tensioning Institute's (PTI) manual Design and Construction of Post -Tensioned Slabs -on -Ground, Second Edition, 1996, or other approved method. As noted earlier, the soils on this site will undergo significant volume change, decreases, as moisture content increases. These soils are classified as hydro- 5 Stone Canyon, LLC. Ref. No. 2921 JX01 1 collapsible rather than compressible. The design of post -tensioned systems on these soils should be in accordance with Section 6.13, paragraph C, "Slabs -on -Ground Constructed Over Compressible Soils", and found on page 24 of the referenced manual. The geotechnical design parameters for this PTI method are: • embedment of the perimeter structural elements should be within the upper 12 inches; deeper embedment may be required for structural requirements, • maximum allowable bearing capacity, qa„oW, is 1,000 psf, • estimated total settlement, gam„ is 0.3 inches • modulus of subgrade reaction (k) is 200 pounds per cubic inch based upon a 30-inch diameter plate. I - The qe„oW applies to the perimeter beams and all interior stiffening ribs. The estimated settlement should not occur until the water content increases; therefore WT has used the term g„, (gamma, wetted). The total actual movement is dependent upon the depth of the collapsible soils and extent of saturation that may occur. Differential movement is also contingent on the pattern or -lateral extent of wetting as well as variations in depth. Subgrade preparation for the post -tensioned slab should be as recommended in the "Earthwork" section of this report. The coefficient of base friction beneath the post - tensioned slab should be obtained from the PTI manual. The structural engineer should verify that the differential deflections are consistent with the criteria given in the PTI manual. 6.2.3 Mat Foundations A raft or mat foundation may be used to support the proposed structure. The raft or mat should be of adequately reinforced concrete to form a rigid structural unit. The following items , are recommended to limit differential movements associated with loading, collapsible soils, or active clay conditions. • The raft or mat should be designed for a net allowable soil bearing pressure of up to 1,000 psf. • To reduce the detrimental effects of seasonal moisture variations in the soil, the perimeter of the raft or mat should be placed at least 12 inches below the final ground surface. Stone Canyon, LLC. Ref. No. 2921 JX01 1 • The ground surface should be kept in a moist condition prior to raft or mat placement concrete placement to avoid excessive drying of the soils. • The recommended modulus of subgrade reaction (k) is 200 pounds per cubic inch, based upon a 30-inch diameter plate. 6.3 Lateral Design Criteria Earth retaining structures less than 6 feet in height, above any free water surface, with level i backfill and no surcharge loads may be designed using the equivalent fluid pressure method. IRecommended equivalent fluid pressures and coefficients of base friction for unrestrained elements are: • Active: Undisturbed subsoil.....................................................................................35 psf/ft Compactedgranular backfill............................................:.............................30 psf/ft Compactedsite soils (non-clay).....................................................................35 psf/ft • Passive: Shallow wall footings.................................................................................250 psf/ft C Shallow column footings............................................................................ 400 psf/ft Undisturbed rock.......................................................................................600 psf/ft • Coefficient of base friction...............................................................................0.40* • Coefficient of base friction (rock)......................................................................0.55 * *The coefficient of base friction should be reduced to 0.10 when used in conjunction with passive pressure. Where the design includes restrained elements, the following equivalent fluid pressures are recommended: • At -rest: Undisturbed subsoil.....................................................................................60 psf/ft 1 Compacted granular backfill..........................................................................55 psf/ft The equivalent fluid pressures presented herein do not include the lateral pressures arising from the presence of: 7 Stone Canyon, LLC. Ref. No. 2921 JX01 1 • hydrostatic conditions, submergence or partial submergence • sloping backfill, positively or negatively • surcharge loading, permanent or temporary • seismic or dynamic conditions We recommend a free -draining soil layer or manufactured geosynthetic material, be constructed adjacent to the back of any retaining walls. A filter may be required between the soil backfill and drainage layer. This drainage zone should help prevent development of hydrostatic pressure on the wall. This vertical drainage zone should be tied into a gravity drainage system at the base of the wall. It is important that all backfill be properly placed and compacted. Backfill should be mechanically compacted in layers. Flooding or jetting should not be permitted. Care should be taken not to damage the walls when placing the backfill. Backfills should be observed and tested during placement. Fill. against footings, stem walls, and retaining walls should be compacted to densities specified in "Earthwork." Medium to high plasticity clay soils should not be used as backfill against retaining walls. Compaction of each lift adjacent to walls should be accomplished with hand -operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures that could result in wall movements. 6.4 Seismic Considerations The project site is located in Seismic Risk Zone 2A, of the Seismic Zone Map of the United States as indicated by the 1994 Uniform Building Code (UBC). Based upon the nature of the subsurface materials, we recommend using a seismic site coefficient, "s" of 1.0 for the design of structures for the proposed development (Uniform Building Code, Table No. 16-J). 6.5 Conventional Slab -on -Grade Support Floor slabs can be supported on properly placed and compacted fill or approved natural soils. The slab subgrade should be prepared by the procedures outlined in this report. A minimum 4-inch layer of base course should be provided beneath all slabs to help prevent capillary rise and a damp slab. The modulus of subgrade reaction (k) is 200 pounds per cubic inch, based upon a 30-inch diameter plate. If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of vapor barriers. Final determination on the use of vapor barriers should be left to the slab designer. 1 8 G Stone Canyon, LLC. Ref. No. 2921 JX01 1 All concrete placement and curing operations should follow the American Concrete Institute manual recommendations. Improper curing techniques and/or high slump (high water -cement ratio) could cause excessive shrinkage, cracking or curling. Concrete slabs should be allowed to cure adequately before placing vinyl or other moisture sensitive floor covering. 6.6 Drainage The major cause of soil problems in this vicinity is moisture increase in soils below structures. Therefore, it is extremely important that positive drainage be provided during construction and maintained throughout the life of the proposed development. Infiltration of water into utility or foundation excavations must be prevented during construction. If practicable, - planters and/or landscaping should not be constructed adjacent to, or near structures. If planters and/or landscaping are adjacent to or near the structures, we recommend the following: • Planters should be sealed. Grades should slope away from the structures. j • Only shallow rooted landscaping should be used. • Watering should be kept to a minimum. 6.7 Corrosivity 1 We recommend a Type II Portland Cement be used for all concrete on and below grade. 6.8 Pavements No specific traffic loads have been provided, but for the purpose of this evaluation it has been presumed that traffic loads will be in accordance with Town of Oro Valley minimums for "local" streets. Therefore, based on the existing subgrade conditions, the following pavement sections are recommended: Traffic Area Asphaltic Concrete Base Course Pavement (inches) (inches) Local Streets (medium traffic frequency) 2 4 /z 9 Stone Canyon, LLC. Ref. No. 2921 JX01 1 Bituminous surfacing should be constructed of dense -graded, central plant -mix, asphaltic concrete. Base course and asphaltic concrete should conform to Pima County/City of Tucson Standard Specifications for Public Improvements, 1994 Edition. Material and compaction requirements should conform to recommendations presented under "Earthwork." The gradient of paved surfaces should ensure positive drainage. Water should not pond in areas directly adjoining paved sections. The native (clayey) subgrade soils may soften and lose stability if subjected to conditions that result in an increase in water content. The pavement section designs presented herein are based upon the assumed traffic loading. Some damage may occur in localized areas during periods of abnormally heavy traffic loads, such as from repeated passage of construction equipment, heavily loaded delivery, haul or concrete trucks during subdivision construction. Consideration should be given to a stage construction and maintenance program or alternative access routes during these periods to E limit damage to the final pavement section. 7.0 EARTHWORK 7.1 General The conclusions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Any excavating, trenching, or disturbance that occurs after completion of the earthwork must be backfilled, compacted and tested in accordance with the recommendations contained herein. It is not reasonable to rely upon our conclusions and recommendations if any future unobserved and untested trenching, earthwork activities or backfilling occurs. Although fills or underground facilities such as septic tanks, cesspools, basements, utilities, and dry wells were not observed, such features might be encountered during construction. These features should be demolished in accordance with the recommendations of the geotechnical engineer. Any loose or disturbed soils resulting from demolition should be removed or recompac.ted as engineered fill and any excavations should be backfilled in accordance with recommendations presented herein. 7.2 Site Clearing Strip and remove any existing vegetation, debris, and any other deleterious materials from ll the building areas. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. 1 10 Stone Canyon, LLC. Ref. No. 2921 JX011 Sloping areas steeper than 5:1 (horizontal:vertical) should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be level and wide enough to accommodate compaction and earth moving equipment. 7.3 Excavation Within near -surface soils, we anticipate that excavations for shallow foundations and utility trenches for the proposed construction can be accomplished with conventional equipment. Excavations penetrating the underlying bedrock will may require the use of heavy-duty, specialized equipment, possibly together with drilling and blasting, to facilitate removal. The -speed and ease of excavation is dependent on the nature of the deposit, the type of equipment used, and the skill and experience of the equipment operator. The soils and rock to be penetrated by the proposed excavations may vary significantly across the site. Our soil and rock classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are found at the time of construction, we should be contacted immediately to evaluate the conditions encountered. 7.4 Foundation Preparation In footing areas, remove existing soils to a minimum depth of 2 feet below the bottom of the footing. Removal should extend a minimum of 2 feet beyond the footing edges. Replace with engineered fill material. Removal may be terminated at a shallower depth if dense rock is encountered. All foundations for a structure should bear entirely either the dense rock or engineered fill. If foundations are to be supported on engineered fill, a minimum of 1 foot of engineered fill material below all foundation elements is recommended. Removal and replacement in rock areas may extend straight down along the sides if the footing. If a reinforced structural mat or post -tensioned monolithic foundation/slab system is utilized, the exposed subgrade should be scarified, moistened or dried as required, and compacted to a minimum depth of 8inches. 1 7.5 Interior Slab Preparation Scarify, moisten or dry as required, and compact all subgrade soils to a minimum depth of 8 inches. The subgrade preparation is to be accomplished in a manner that will result in uniform water contents and densities after compaction. Scarifying and recompacting are not required in areas where bedrock is encountered. 1 11 Stone Canyon, LLC. Ref. No: 2921 JX011 7.6 Pavement Preparation The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement materials. Scarifying and recompaction are not required in areas where bedrock is encountered. 7.7 Materials _ Clean on -site native soils with low expansive potentials and minus six inches or imported materials may be used as fill material for the following: • foundation areas • interior slab areas • pavement areas +� i • backfill Imported soils should conform to the following: • Gradation (ASTM C136): percent finer by weight 6 °.....................................................................................................................100 ..... 70-100 No. 4 Sieve...................................................................................................50-100 No. 200 Sieve............................................................................................ 40 (max) • Maximum expansive potential(%)*........................................................................1.5 • Maximum soluble sulfates(%).............................................................................0.10 *Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged. Oversize material, greater than 6 inches may be used in 9 y the lower portions of the building pad, below 3 feet, provided that the particles are distributed throughout the fill and no nesting of oversize material occurs. The materials used in the upper 3 feet of the building pad should be reasonable free of rocks or lumps having a particle diameter greater than 6 inches. Acceptance of the quantity of oversize material shall be at the discretion of the geotechnical engineer. 1 12 Stone Canyon, LLC. Ref. No. 2921 JX01 1 Base course should conform to the Pima County/City of Tucson Standard Specifications for Public Improvements or other local government specifications. 7.8 Placement and Compaction a. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended water contents and densities throughout the lift. b. Materials should be compacted to the following: Minimum Percent Material Compaction IASTM D6981 i•' On -site soil, reworked and fill: Below footings/post-tensioned/mat foundations................................................95 Below slabs-on-grade.....................................................................................90 t Below pavement • Imported soil: (Below footings/post-tensioned/mat foundations................................................95 l I Below slabs-on-grade.....................................................................................90 Belowpavement...........................................................................................95 1 • Aggregate base....................................................................................................95 • - Nonstructural backfill............................................................................................90 Where fill below structural elements exceeds five feet in thickness, the compaction requirement should be increased to 100 percent of the ASTM D698 dry -density value below footing elevation. On -site and imported soils should be compacted within a water content range of 3 percent below to 3 percent above optimum. 7.9 Cut and Fill Slopes The stability of any cut slopes at the project site will dependent upon the properties of the materials comprising the slope face and the susceptibility of slope soils to erosion. For permanent cut slopes in the typical soil matrix encountered and less than six feet in vertical height, slopes no steeper than 2H:1 V are recommended. Fill slopes should not be steeper than 2%H:1 V. It is assumed that appropriate slope erosion protection and/or planting will be utilized. 13 Stone Canyon, LLC. Ref. No. 2921 JX011 Steeper slopes may be possible for relatively short slope heights (less than 4 feet). Should steeper slope angles be necessary for taller slopes, the use of soil reinforcement (i.e. Tensar grids etc.) may be practical. The geotechnical engineer should be contacted for recommendations. �I Fresh rock and boulder -cobble cut faces will remain stable at relatively steep slope angles, up to 1 HAV. The geotechnical engineer should be contacted for detailed analysis and design criteria when possible locations, heights, and other design parameters are available. All cut and fill slopes should. be constructed and stabilized in accordance with the Town of Oro Valley, Subdivision Street Standards. Section 6.9. For fresh rock or boulder -cobble cut faces, the faces themselves will require no protection, however, runoff may develop velocities while crossing the slope face that are detrimental to soils immediately below the face. If this situation will exist then the use of energy dissipaters should be considered. Where exposed slopes are predominantly made of bare soil, slopes should be covered as quickly as possible with temporary or permanent protection in order to avoid unnecessary soil loss. If during construction, rains are anticipated, flows over graded or disturbed areas should be minimized by diverting unslope surface water through the use of berms, ditches, or other Cdiversion devices. Where soil slopes are 3H:1 V or flatter, revegetate with native vegetation or provide other available ground covers such as netting, spray or hand -applied mulches, or crushed rock. For slopes of 2H:1 V to 3H;1 V, protection should consist of spray or hand -applied mulches, jute or excelsior vegetation, erosion matting, other equivalent ground covers. Erosional activity, if allowed to form and propagate, will increase soil loss and could result in loss of support to structures, streets and other facilities. Periodic maintenance and prompt repair of erosional features is important to prevent soil loss. The effectiveness of erosion control measures should be evaluated after heavy or prolonged rains. 7.10 Compliance Recommendations for slabs -on -grades, foundations and pavement elements supported on compacted fills or prepared subgrade depend upon compliance with "Earthwork" recommendations. To assess compliance, observation and testing should be performed under the direction of a geotechnical engineer. 14 Stone Canyon, LLC. Ref. No. 2921 JX01 1 8.0 LIMITATIONS This report has been prepared based upon the project information presented in Section 2.0. Any changes this information shall be brought to our attention, in writing, so we can assess the impact of the changes on our conclusions and recommendations. The logs and related information included in this report are indicators of subsurface conditions only at the specific locations and times noted. The recommendations presented in this report are based in part upon data derived from a limited number of samples obtained from relatively widely spaced subsurface explorations. Variations from the field conditions represented by the borings may become evident during construction. If variations appear, we should be contacted to re-evaluate our recommendations. 1 9.0 OTHER SERVICES It is recommended that the geotechnical engineer be provided the opportunity for a general review of final design plans and specifications to assess that the earthwork and foundation recommendations have been interpreted and implemented in accordance with our intent. The geotechnical engineer should be retained to provide services during excavation, earthwork operations, foundation and construction phases of the project. Examination of foundation excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present. It would be logical for Western Technologies, Inc. to provide these services since we are most qualified to determine consistency of field conditions with those data used in our analysis. 10.0 CLOSURE We prepared this report as an aid to the designers of the proposed project. The comments, statements, recommendations and conclusions set forth in this report reflect the opinions of the authors. These opinions are based upon conditions at the location of specific tests, observations and data developed to satisfy the scope of services defined by the contract documents. Work on your project was performed in accordance with generally accepted industry standards and practices by professionals providing similar services in this locality. No other warranty, express or implied, is made. The comments and recommendations contained herein are not intended to dictate construction methods or sequences. Any contractor reviewing this report must draw his own conclusions regarding site conditions and specific construction techniques to be used on this project. I Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Backfill A specified material placed and compacted in a confined area. Base Course A layer of specified material placed on a subgrade or subbase. Base Course Grade Top of base course. Bench A horizontal surface in a sloped deposit. Caisson A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast -in -place pier. Concrete Slabs -on -Grade A concrete surface layer cast directly upon a base, subbase or subgrade. Crushed Rock Base Course A base course composed of crushed rock of a specified gradation. Differential Settlement Unequal settlement between or within foundation elements of a structure. Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a soil engineer. Existing Fill Materials deposited through the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Fill Materials deposited by the actions of man. Finished Grade The final grade created as a part of the project. Gravel Base Course A base course composed of naturally occurring gravel with a specified gradation. Heave Upward movement Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on -site soil. Rock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Sand & Gravel Base A base course of sand and gravel of a specified gradation. Sand Base Course A base course composed primarily of sand of a specified gradation. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Soil Any unconsolidated material composed of discrete solid particles, derived from the physical and/or chemical disintegration of vegetable or mineral matter, which can be separated by gentle mechanical means such as agitation in water. Strip To remove from present location. Subbase A layer of specified material placed to form a layer between the subgrade and base course. Subbase Grade Top of subbase. Subgrade Prepared native soil surface. ,04 COARSE -GRAINED SOILS LESS THAN 50% FINES' GROUP DESCRIPTION MAJOR SYMBOLS DIVISIONS WELL -GRADED GRAVELS OR GRAVEL- GW SAND MIXTURES, LESS THAN 5% FINES GRAVELS POORLY -GRADED GRAVELS OR MORE THAN GP GRAVEL -SAND MIXTURES, LESS THAN HALF 5% FINES OF COARSE FRACTION IS LARGER GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES, MORE THAN 12% FINES THAN NO. 4 SIEVE SIZE CLAYEY GRAVELS, GRAVEL -SAND- GC CLAY MIXTURES, MORE THAN 12% FINES SW WELL -GRADED SANDS OR GRAVELLY SANDS, LESS THAN 5% FINES SANDS MORE THAN SP POORLY -GRADED SANDS OR GRAVELLY SANDS, LESS THAN 5% FINES HALF OF COARSE FRACTION IS SMALLER SM SILTY SANDS, SAND -SILT MIXTURES, MORE THAN 12% FINES THAN N0. 4 Sc CLAYEY SANDS, SAND -CLAY SIEVE SIZE MIXTURES, MORE THAN 12% FINES NOTE: Coarse -grained soils receive dual symbols if they contain 5% to 12% fines (e.g., SW-SM, GP -GC). SOIL SIZES COMPONENT SIZE RANGE BOULDERS Above 12 in. COBBLES 3 in. - 12 in. GRAVEL No. 4 - 3 in. Coarse 3/4 in. - 3 in. Fine No. 4 - 3/4 in. SAND No. 200 - No. 4 Coarse No. 10 - No. 4 Medium No. 40 - No. 10 Fine No. 200 - No. 40 `Fines (Silt or Clay) Below No. 200 NOTE: Only sizes smaller than three inches are used to classify soils PLASTICITY OF FINE GRAINED SOILS PLASTICITY INDEX TERM 0 NON -PLASTIC 1 - 7 LOW 8 - 25 MEDIUM Over 25 HIGH FINE-GRAINED SOILS MORE THAN 50% FINES GROUP DESCRIPTION MAJOR SYMBOLS DIVISIONS_ INORGANIC SILTS, VERY FINE SANDS, ML ROCK FLOUR, SILTY OR CLAYEY FINE SILTS SANDS AND INORGANIC CLAYS OF LOW TO MEDIUM CLAYS CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS LIQUID LIMIT OL ORGANIC SILTS OR ORGANIC SILT -CLAYS LESS THAN 50 OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DIATOMACEOUS FINE SANDS OR SILTS, SILTS ELASTIC SILTS AND CLAYS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS LIQUID LIMIT MORE THAN 50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY HIGHLY P� PEAT, MUCK AND OTHER HIGHLY ORGANIC ORGANIC SOILS SOILS NOTE: Fine-grained soils may receive dual classification based upon plasticity characteristics. CONSISTENCY CLAYS & SILTS BLOWS PER FOOT' VERY SOFT 0-2 SOFT 2 - 4 FIRM 4-8 STIFF 8 - 16 VERY STIFF 16 - 32 HARD Over 32 RELATIVE DENSITY SANDS & GRAVELS BLOWS PER FOOT` VERY LOOSE 0-4 LOOSE 4- 10 MEDIUM DENSE 10- 30 DENSE 30- 50 VERY DENSE Over 50 'Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O.D. 111 3/8 inch ID) split spoon (ASTM D1586). DEFINITION OF WATER CONTENT DRY SLIGHTLY DAMP DAMP MOIST WET SATURATED ©81 WTI 092799 �A The number shown in "BORING NO." refers to the approximate location of the same number indicated on the "Boring Location Diagram" as positioned in the field by pacing from property lines and/or existing features. "ELEVATION" refers to ground surface elevation at the boring location relative to the indicated "DATUM" established by interpolation from contours on the "Preliminary Plat" prepared by The WLB Group. "TYPE SIZE BORING" refers to the exploratory equipment used in the boring wherein HSA = hollow stem auger. 1 "N" in Blows/Foot" refers to the number of blows of a 140-pound weight, dropped 30 inches, required to advance a two -inch -outside -diameter split -barrel sampler a distance of 1 foot, Standard Penetration Test (ASTM D1586). Refusal to penetration is defined as more than 100 blows per foot. "R" in Blows/Foot" refers to the number of blows of a 140-pound weight, dropped 30 inches, required to advance a 2.42-inch-inside-diameter ring sampler a distance of 1 foot. Refusal to penetration is considered more than 50 blows perfoot. "Sample Type" refers to the form of sample recovery, in which N = Split -barrel sample, R = Ring sample, G = Grab Sample. "Dry Density, pcf" refers to the laboratory -determined dry density in pounds per cubic foot. The symbol "NR" indicates that no sample was recovered. The symbol "DU" indicates that determination of dry density was not possible. "Water Content,. %" refers to the laboratory -determined moisture content in percent (ASTM D2216). "Unified Classification" refers to the soil type as defined by "Method of Soil Classification". The soils were classified visually in the field and, where appropriate, classifications were modified by visual examination of samples in the laboratory and/or by appropriate tests. These notes and boring logs are intended for use in conjunction with the purposes of our services defined in the text. Boring log data should not be construed as part of the construction plans nor as defining construction conditions. Boring logs depict our interpretations of subsurface conditions at the locations and on the date(s) noted. Variations in subsurface conditions and soil characteristics may occur between borings. Groundwater levels may fluctuate due to seasonal variations and other factors. The stratification lines shown on the boring logs represent our interpretation of the approximate boundary between soil types based upon visual field classification. The transition between materials is approximate and may be far more or less gradual than indicated. U i DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram -5 DRILL RIG TYPE: CME 55 BORING NO. 1 ELEVATION: 2984.5' BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus L w BLOWS/FT. o '- � _ N r a H _ tz SOIL DESCRIPTION u Z wLU w j• O U w 0- W a R Of C •.• S U) U a z 30 om U) U)o N nn Q = G SM :•/ SILTY SAND; brown, very dense, damp NR R 60ro• r; r GRANITIC ROCK; highly weathered, white slightly to moderatley weathered NR N 50ro• _M_..... _ _.. __.................w.................. �_. ��...................._.........._...._......._........._................ Auger Refusal At 5 Feet 10 GROUNDWATER NO: X YES: DEPTH: DATE:01-24-2001 STONE CANYON VI Boring Log ENCOUNTERED NOTES Western Techwdogies Inc. Job No.: 2921 JX01 1 I Plate: A-4 Page 1 of 1 DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram 5 DRILL RIG TYPE: CME 55 BORING NO. 2 ELEVATION: 2994.5' BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus J y w BLOWS/FT. o H a } _ SOIL DESCRIPTION 3 z ¢ H w w J w J R or C = U a 0 CC� UU O m to U) o D U G SM i=> SILTY SAND; brown, very Y dense, damp %, .._/ s .. GRANITIC ROCK; slightly to moderately I ■ weathered,****,**** ......uge................ef.....u.s...a..l...A.......... t 3 ...F..e......t..................................................... Ar Re i i s 10 GROUNDWATER X STONE CANYON VI NO: YES: DEPTH: DATE:01-24-2001 ENCOUNTERED Boring Log NOTES Westem Te himlogies Inc. Job No.: 2921 JX01 1 1 Plate: A-5 Page 1 of 1 G DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram DRILL RIG TYPE: CME 55 BORING NO. 3 ELEVATION: 2985' J BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus a w BLOWS/FT. o F U) LL a SOIL DESCRIPTION �Z w ~ w �• p U in cL a or C 2 U a z 30 >- om 2 2 � N a oCn L Q 0 o SM j`./ SILTY SAND; brown, very dense, damp /ate z GRANITIC ROCK; slightly to moderately — "•weathered Auger Refusal At 2 Feet�� U z ~ I 5 0 5 0 0 i w S F- Z 7 1 10 GROUNDWATER X STONE CANYON VI : •ai-24-2o ENCOUNTERED NO. YES: DEPTH: DATE. 01 Boring Log NOTES Western TCC6>D0 ogieS Inc. Job No.: 2921 JX01 1 Plate: A-6 Page 1 of 1 DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram DRILL RIG TYPE: CMIE 55 BORING NO. 4 ELEVATION: 29861 LL BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus >- LU BLOWS/FT. E a. SOIL DESCRIPTION z cr LU LU z=i LU LU -j CL LU -i a. R or C to U z < 0 Cr < 2 < N Uj U) Cr U) U) 0 D < Sm SILTY SAND; brown, dense, damp z R 50 U N 50/0" . . . . .......... GRANITIC ROCK; highly weathered slightly to moderately weathered 5 — — -------- ...... . ........... ............. ........ Auger Refusal At 5 Feet 0 10— (L GROUNDWATER NO: X YES:— DEPTH:— DATE:01-24-2001 STONE CANYON VI ti ENCOUNTERED Boring Log NOTES Westem Technologies Inc. Job No.: 2921JX011 Plate: A-7 Page 1 of 1 IDATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram DRILL RIG TYPE: CME 55 BORING NO. 5 ELEVATION: 2982.5' J BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus a LU BLOWS/FT. I o N LL W� } F- LL SOIL DESCRIPTION z �w LU F D U JJR d n or C x EnQ = a Z 0U cr-Coto 2 2 N n~ IJ N O �7 Q G SP-Sm ; L;y SAND WITH SILT; brown, loose, damp z 6.8 123 R son• becomes very dense o'",'. .."' ._ .. GRANITIC. ROCK; highly weathered < _...._......... _........ ............. _... w 1 Iz MA slightly to moderately weathered_ I Auger Refusal At 4 Feet ~ 5 0 z z U 0 x 0 10 a J a Qa GROUNDWATER %� STONE CANYON VI ENCOUNTERED N0: YES: DEPTH: DATE:01-24-2001 Boring Log N NOTES Western TeCbnol Og,7eS Inc. Job No.: 2921 JX011 Plate: A-8 Page 1 of 1 Page 1 of 1 I DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram DRILL RIG 'TYPE: CME 55 BORING NO. % ELEVATION: 2989' IBORING J TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus a Uj BLOWS/FT. �W F}— to U- a. } ►- SOIL DESCRIPTION Cr wLU W oc�. J n LU J a R Or C = to _U _ a z a 0 CC C3 2 N a a. U Q U 0 tan tan a D 0 a SM SILTY SAND; brown, loose, damp . ...... _ G; GRANITIC ROCK; highly weathered o !�►'a' slightly to moderately weathered Auger Refusal At 2 Feet z U } Z z O 5 GROUNDWATER NO: X YES: DEPTH: DATE:01-24-2001 STONE CANYON VI ENCOUNTERED Boring Log NOTES Western Technologies Inc. Job No.: 2921 JX011 I Plate: A-10 Page 1 of 1 DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram DRILL RIG TYPE: CME 55 BORING NO. 8 ELEVATION: 3001' BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus w BLOWS/FT. l� F- N LL } ~ U SOIL DESCRIPTION J � w w = J 2 J 2 R of C 2 = Q �- z =U > U) 0 m U)i U) N a. C3 v .7 (D G SP-SM ;::, SAND WITH SILT; brown, loose, damp ...... > W �• ..... ................ .. .............. .......... .................... GRANITIC ROCK; highly weathered 1 y NR N eoio- 5 .......... . slightly to moderately weathered ...................... ........ ......................................................... Auger Refusal At 6 Feet to GROUNDWATER NO: X YES: DEPTH: DATE:01-24-2001 STONE CANYON VI Boring Log ENCOUNTERED NOTES Western Technologies Inc. Job No.: 2921 JX01 1 I Plate: A-11 Page 1 of 1 G DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram fj DRILL RIG TYPE: CME 55 BORING NO. 9 ELEVATION: 2986' BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus J a w BLOWS/FT. o F}- U %i n- F-- SOIL DESCRIPTION W w w w j Q U J J R or C LL = _ F- a o m d a. N a.En U Q �i U � 0 tan N =) cc 1 0 a SM=''/ SILTY SAND; brown, medium dense, damp l: wGRANITIC Z NR G soio• ROCK; highly weathered 'emu== NR I N I"1 5on- 10 slightly to moderately weathered _......__,_ ...... .._.....Auger Refusal At 10 Feet GROUNDWATER NO: X YES: DEPTH: DATE:01-24-2001 STONE CANYON VI ENCOUNTERED Boring Log NOTES N/estem Technologies Inc. Job No.: 2921 JX01 1 I Plate: A-12 Page 1 of 1 DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram o DRILL RIG TYPE: CME 55 BORING NO. 10 ELEVATION: 2995' LL BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus J a BLOWS/FT. a o H a U) U- tz SOIL DESCRIPTION w z W j 'U w R U z w� pU d nJ or C = _ cn n. ~ a U Q �CC a UU 0 J !!Q N p C7 6.2 111 R 30 SP-SM ;; SAND WITH SILT; brown, medium dense, damp w,• ZR 5010' SF. G 113 Xm GRANITIC ROCK; highly weathered slightly to moderately weathered 9U .... ............................................................... ....... ....... ..................Fe. .. Auger Refusal At 3 Feet Z s s s g 0 r 10 J a a �I GROUNDWATER NO: X YES: DEPTH: DATE:01-24-2001 STONE CANYON VI U)ENCOUNTERED Boring Log NOTES Western Technologies Inc. Job No.: 2921 JX01 1 Plate: A-13 Page 1 of 1 1 i, DATE DRILLED: 01-24-2001 LOCATION: See Boring Location Diagram a DRILL RIG TYPE: CME 55 BORING NO. 11 ELEVATION: 2979' BORING TYPE/SIZE: Hollow Stem Auger 7" FIELD ENGR: M. Marcus J a LU BLOWS/FT. o? H cn uu_ >- �=' SOIL DESCRIPTION w Z w ~ w ul (L lL 0- R or C = cn U a a ' CO U) N N a 0 U Q (7 0 10.6 108 R 14 SM = / SILTY SAND; brown, loose, moist GRANITIC ROCK; highly weathered 4�.■...... slightly to moderately weathered 5 ..........._ ...... ......... ...._..... .......... ._............. ............ ........................ - ........ i Auger Refusal At 5 Feet 10 GROUNDWATER X STONE CANYON VI NO: YES: DEPTH: DATE:01-24-2001 ENCOUNTERED Boring Log NOTES Western Tech WogieS Inc. Job No.: 2921 JX01 1 I Plate: A-14 Page 1 of 1 SOIL PROPERTIES Initial Compression Properties Expansion Properties Plasticity Boring Depth Soil Initial Dry Density Water Percent Total Dissolved Total Compression M) No. (ft.) Class. Content Surcharge g Surcharge g Expansion Liquid Plasticity Passing 9 Solids Remarks (pcf) M (ksf) In -Situ After (ksf) (%) Limit Index #200 (ppm) Saturation 1 0-3 NP 17.3 5 0-3 123 6.8 0.1 0.0 NP 8.8 160 1,2 6 0-2 NP 12.4 8 0-1 NP 10.4 9 1-4 NP 15.3 10 1-2 NP 12.0 10 0-1 ill 6.2 1.0 1.2 1.5 1.6 1.5 3.3 2 2.0 4.0 2 2.5 5.5 2 11 0-1 108 10.6 1.0 1.6 1.5 2.5 1.5 2.8 2 2.0 4.6 2 2.5 4.6 2 Note: Initial Dry Density and Initial Water Content are in -situ values unless otherwise noted. NP = Non -Plastic Remarks 1. Compacted density (approx. 95% of ASTM D698 max. density at moisture content slightly below optimum.) 2. Submerged to approximate saturation. 3. Slight rebound after saturation. 4. Sample disturbance observed. Proposed Stone Canyon VI Soil Properties WESTERN TECHNOLOGIES INC. Job No. 2921 JX011 1 Plate: B-1 TW�B Group Inc. September 16, 2005 Craig Civalier Town of Oro Valley Department of Public Works 11,000 N. La Canada Drive Oro Valley AZ 85737 Re: Addendum 2, Rancho Vistoso Stone Canyon VI, Sales/Marketing Center OV12-03-34 WLB No. 185050-A31 J-0400 Dear Mr. Civalier, Engineering • Planning Surveying • Urban Design Landscape Architecture This addendum, to the July 13, 2004 Stone Canyon VI Drainage Report, has been prepared in support of the Development Plan for the Stone Canyon VI Sales/Marketing Center. The Development Plan for the proposed Sales/Marketing Center has now been included in the Improvement Plans for Stone Canyon VI. As the Sales/Marketing Center was not to be a part of the original Stone Canyon VI development, this inclusion requires the submittal of an addendum to the "Final Drainage Report for Stone Canyon VI, Rancho Vistoso, Neighborhood 11" dated July 13, 2004. The proposed Sales/Marketing Center will be located immediately south of station 36+00 of Tortolita Mountain Circle and the structure will be constructed between two existing rock out croppings. There are two upstream watersheds impacting this site, described by CP A and CP B, and the stormwater runoff from these watersheds will be conveyed around the structure through triangular channels to an existing wash to the south. These proposed channels will be placed on both sides of the site between the structure and the rock outcrop. The watershed, described by CP "A", contains 2.65 acres and will generate a 100-year post - developed discharge of 21.2 cfs. This 21.2 cfs will be conveyed around the east side of the development within a triangular grouted riprap lined channel with 4:1 side slopes, 2.50 percent longitudinal slope and a 100-year depth of flow of 1.10 feet. The 21.2 cfs will be released from the proposed parking facility into the triangular channel through eighteen linear feet of curb opening to maintain a maximum 100-year depth of flow, over the parking surface, of 0.50 feet Engineering • Planning • Surveying • Urban Design • Landscape Architecture Offices located in Tucson, Phoenix, Las Vegas • E-mail: tucson@wlbgroup.corn 4444 East Broadway • Tucson, Arizona 85711 • (520) 881-7480 • FAX (520) 881-7492 TILB GIOUR.Inc. The watershed, described by CP "B", contains 1.04 acres and will generate a post -developed Q,00 of 8.3 cfs. This discharge will be conveyed to the west around the Sales/Marketing Center within a proposed triangular channel with 4:1 side slopes, 1.00 percent longitudinal slope and a 100-year depth of flow of 0.92 feet. The 8.3 cfs will be released from the proposed parking facility into the triangular channel through five linear feet of curb opening to maintain a maximum 100-year depth of flow, over the parking surface, of 0.50 feet The proposed development is located within the Highlands Wash critical basin as designated by Pima County. Detention requirements for this project have been provided through regional detention by the culvert structures located at Moore Road and Highlands Wash. This submittal includes all hydrologic and hydraulic calculations performed for this addendum in addition to the Drainage Concept Map and a Site Location Map. Once approved this addendum will be added to the final drainage report for Stone Canyon VI. If you have any questions please or need any further information please call Michael Smith or me at 881-7480. Sincerely, THE WLB GROUP, INC. Terry Bonbrake ' Hydrologic/Hydraulic Designer WADRAIN-RFR185050\Stone Canyon\SC6\91505 Stone 6 Addendurnldoc LOCATION MAP A PORTION OF SECTION 23 & 24 T-11-S, R-13-E, G. & S. R. M. TOWN OF ORO VALLEY, PIMA COUNTY, ARIZONA r 1� = al M r Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc'l Tc = 11.4 Lo.5 Kbo.52 S -.31 i -0.38 where: Per Oro Valley 2 Tc = Time of Concentration, hrs Length, feet = 740.0 P3, inches 3.6 L = Length of the longest flow path, miles A Height, feet = 38.0 P24, inches 4.8 Kb = Watershed resistance coefficient, per ADOT manual Kb = 0.02 S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Calculated Trial Tc, hr i, in/hr Tc, hr % Concentration Point Event, year Length, mi Kb S. ft/mi (estimate) (from IDF)2 (from equation) Difference CPA 2 0.14 0.02 271.1 0.083 5.10 0.053 1.52 5 0.14 0.02 271.1 0.083 6.20 0.049 1.71 10 0.14 0.02 271.1 0.083 7.00 0.047 1.82 25 0.14 0.02 271.1 0.083 8.10 0.044 1.95 50 0.14 0.02 271.1 0.083 9.00 0.043 2.03 100 0.14 0.02 271.1 0.083 10.00 0.041 2.12 Step 2. Compute Discharge, Q Q=CiA where: C = Runoff Coefficient A, acres = 2.65 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 2.65 2.65 2.65 2.65 2.65 2.65 Length, feet 740.0 740.0 740.0 740.0 740.0 740.0 A Height, feet 38.0 38.0 38.0 38.0 38.0 38.0 Longitudinal Slope, % 5.1 5.1 5.1 5.1 5.1 5.1 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.62 0.65 0.7 - 0.8 Event, Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q, cfs = 8.4 - 12.1 15.0 - 21.2 'ADOT's "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Town of Oro Valley "Drainage Criteria Manual", October, 2002, Chapter 3. Compute Time of Concentration and Discharge using Rational Method Step 1. Compute Time of Concentration, Tc 1 Tc = 11.4 Lo.5 Kbo.52 S -.31 i -0.38 where: Tc = Time of Concentration, hrs L = Length of the longest flow path, miles Kb = Watershed resistance coefficient, per ADOT manual' S = Slope of the longest flow path, ft/mile i = Average rainfall intensity, inches/hour Concentration Point Event, year Length, mi CID B 2 0.08 5 0.08 10 0.08 25 0.08 50 0.08 100 0.08 Step 2. Compute Discharge, Q Q=CiA Per Oro Valley 2 Length, feet = 440.0 P3, inches 3.6 A Height, feet = 25.0 P24r inches 4.8 Kb = 0.02 Calculated Trial Tc, hr i, in/hr Tc, hr % Kb S, ft/mi estimate (from IDF)2 (from equation) Difference 0.02 300.0 0.083 5.10 0.040 2.19 0.02 300.0 0.083 6.20 0.037 2.33 0.02 300.0 0.083 7.00 0.035 2.41 0.02 300.0 0.083 8.10 0.033 2.51 0.02 300.0 0.083 9.00 0.032 2.57 0.02 300.0 0.083 10.00 0.031 2.63 where: C = Runoff Coefficient A, acres = 1.04 i = Average rainfall intensity, inches/hour A = Drainage Area of watershed, acres A, Acres 1.04 1.04 1.04 1.04 1.04 1.04 Length, feet 440.0 440.0 440.0 440.0 440.0 440.0 A Height, feet 25.0 25.0 25.0 25.0 25.0 25.0 Longitudinal Slope, % 5.7 5.7 5.7 5.7 5.7 5.7 Rainfall Intensity, inches per hour 5.10 6.20 7.00 8.10 9.00 10.00 Runoff Coefficient 0.62 0.65 0.7 - 0.8 Event,Year 2 5 10 25 50 100 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Q, cfs = 3.3 - 4.7 5.9 - 8.3 'ADOTs "Highway Drainage Design Manual", Report Number FHWA-AZ93-281, March 1993, Chapter 2. 2 Town of Oro Valley "Drainage Criteria Manual", O,.tober, 2002, Chapter 3. ROJECT: SC 6, SALES/MARKETING CENTER ILB NO: 185050 ESCRIPTION: Depressed curb calculations ERAL TRAPEZOIDAL OR RECTANGULAR WEIR CALCULATION Equation: Q = Crectl-H312 + Ctrianagle(8/15 V 2g tanO/2)H5i2 where: Q = Discharge flow (cfs) Crest = discharge coeficient for rectangular weir Cfect = 3.3 for sharp crested weir Cf ,t = 3.1 for broad crested weir Ctr angle = discharge coeficient for V-notch weir (Typically Coano = 0.6) L = length (ft) H = distance from top of structure to water surface (ft) tanO/2 = side slopes for 3H:1V slope tanO/2 = 3 for rectangular weir tan6/2 = 0 Crest = 3.30 Ctdangle = 0.60 CONC. Q100 tanO/2 LENGTH HEIGHT Qca acit POINT [CFS] [ L J [ H ] [ CFS J CPA 21.2 6.00 18.0 0.500 23.7 CP B 8.3 6.00 5.0 0.500 8.6 L WLB GROUP INC. WEIR_TABLEAs I 9/16/2005 L1 Section A - A Worksheet for Triangular Channel Project Description Project File h:\185050\sc6_so.fm2 Worksheet SECTION A - A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.025000 ft/ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Discharge 21.20 ft'/s Results Depth 1.45 ft Flow Area 4.21 ftZ Wetted Perimeter 6.49 ft Top Width 5.81 ft Critical Depth 1.48 ft Critical Slope 0.022926 ft/ft Velocity 5.03 ft/s Velocity Head 0.39 ft Specific Energy 1.84 ft Froude Number 1.04 Flow is supercritical. Sep 16, 2005 None FlowMaster v4.1 c n8:24:44 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M 4M M IM W IM A Section A - A Cross Section for Triangular Channel Project Description Project File h:\185050\sc6_so.fm2 Worksheet SECTION A - A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.025000 ft/ft Depth 1.45 ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Discharge 21.20 ft3/s 11-1, \^/ I PTH 7. ) " 5ko Sep 16, 2005 None 08:24:31 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1.45 ft 1 V N H 1 NTS FlowMaster v4.1c Page 1 of 1 Section B - B Worksheet for Triangular Channel Project Description Project File untitled Worksheet Section B - B Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 8.30 ft'/s Results Depth 0.92 ft Flow Area 3.36 ftZ Wetted Perimeter 7.55 ft Top Width 7.33 ft Critical Depth 0.77 ft Critical Slope 0.025569 ft/ft Velocity 2.47 ft/s Velocity Head 0.09 ft Specific Energy 1.01 ft Froude Number 0.64 Flow is subcritical. Sep 15, 2005 None FlowMaster v4.1 c 13:22:48 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M M SECTION B - B Cross Section for Triangular Channel Project Description Project File untitled Worksheet Section B - B Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Depth 0.92 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 8.30 ft'/s VA I N • `-'I k7-H T- f 0 542 0.92 ft 1 V N H 1 NTS Sep 15, 2005 None FlowMaster v4.1c 13:21:50 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i The WLB ilia Group M TABLE OF 100-YEAR POST -DEVELOPED DISCHARGES CONC. POINT WATERSHED AREA (AC) Q100 (CFS) A 2.65 21.2 g 1.0'4 8.3 LEGEND WATERSHED BOUNDARY cP A CONCENTRATION POINT A A CHANNEL CROSS-SECTION -�� DIRECTION OF FLOW Engineering Planning Surveying �» 80' Landscape Architecture Urban Design Offices located in Tucson, Phoenix SALES/MARKETING CENTER— STONE CANYON VI and Las Vegas, NV 4444 East Broadway Tucson, Arizona (520) 881-7480 POST —DEVELOPED WATERSHED MAPE9 Engineer's Certification Letter The crB oup Inc. Craig Civalier, P.E. Public Works Department 11000 N. La Canada Drive Oro Valley, AZ 85737 November 18, 2008 Engineering - Planning Surveying - Urban Design Landscape Architecture Subject: Rancho Vistoso Neighborhood 12 Stone Canyon Sales Center Stone Canyon VIII Lot 600 Request for Final Inspection and Final Certificate of Occupancy WLB No. 185050A-31 H-0000 Dear Craig: The improvements for the Rancho Vistoso Neighborhood 12, Stone Canyon Sales Center, Stone Canyon Lot 600 are complete and have been constructed in substantial conformance with the approved plans. Please find attached one Mylar, two Blackline copies of the As -Built Drawings, and the Geotechnical Engineer's Certification and Reports from Terracon. At this time we are requesting a Final Inspection for a Final Certificate of Occupancy for Rancho Vistoso Neighborhood 12, Stone Canyon Sales Center, Stone Canyon Lot 600. If you have any questions, please contact me at 881-7480. Sincerely, TH WL GROUP INC. essional c FICATF � V 25013 �? MICHAEL R. SMITH o� $ ONA. 0 -' ires 061301� Michael R. Smith, P.E. Senior Project Manager c: Dick Maes, Stone Canyon, LLC File Engineering • Planning - Surveying - Urban Design - Landscape Architecture Offices located in Tucson, Phoenix, Flagstaff, Las Vegas - E-mail: tucson@wlbgroup.com 4444 East Broadway - Tucson, Arizona 85711 - (520) 881-7480 - FAX (520) 881-7492 Geotechnical Reports 1 IELD DENSITY TESTING lrerrac®n Report Number: 63061227.0020 355 South Euclid, Suite 107 I': Tuc prvice Date: April 27, 2007 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: May 01, 2007 tone West Construction Project: Stone Canyon Sales Office ,ttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ nro Valley AZ 85737 Project No.: 63061227 Material Information Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Material Laboratory Content Weight Content Unit Weight No. Test Method Description and Classification N (pcf) N (% compaction) 1 612270017 ASTM D698-91 Aggregate Base Course 9.8 124.8 95 min field Test Data Probe Water Dry Unit Dry Unit Pest Lift/ Mat. Depth Content Weight Weight No. Test Location Elev. No. (inches) (%) (pcf) (% compaction) Building Pad 1 Southeast Area 0.0 1 4 5.8 126.5 100+ 2 Northeast Area 0.0 1 4 6.7 121.9 98 3 Northwest Area 0.0 1 4 6.5 123.5 99 Datum: Finished Aggregate Base Course nomments: est results on this report meet project specification. Field Test Method: ASTM D2922, ASTM D3017 Iauge ID: 31001 erracon Rep: Tony Greene eport Distribution: l 1 f Stone West Construction Reviewed by: 9)74 Da—M70Eenauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client Jicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 IRO]-F—, Hey CONCRETE COMPRESSIVE STRENGTH TEST Report Number: 63061227.0021 Irerracon Service Date: May 102007 355 South Euclid, Suite 107 y , Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: June 08, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Specified Strength: 4000 psi @ 28 Days Batch Time: 0440 Plant: 968 Supplier: Rinker Truck No: 5112 Ticket No: 96812525 Mix I.D. No.: 1333134 Water Added Onsite Before Test: 0 Gallons Water Added Onsite After Test: 0 Gallons Field Test Data Test Slump, inches: Air Content, W. Concrete Temperature, of Ambient Temperature, oF: Plastic Unit Weight, pcf: Project No.: 63061227 Sample Information Date Cast: May 10, 2007 Time: 0610 Sampled by: Ryan Stephenson Weather Conditions: Clear Accumulative Yards: 22/55 Batch Size (cy): 11.00 Placement Method: Pump Sample Locations: Slab on Grade Placement Location: 0-20' W/ 0-20' S of NEC of Architectural Room Result Specification 7 1/2 63 69 Test MPthnd A5 I M L143 ASTM C1064 ASTM C 1064 Laboratory Test Data Age at Maximum Compressive Set Specimen Diameter Area Date Date Test Load Strength Fracture No. ID (inches) (sq. inches) Received Tested (days) (lbs) (psi) Type 4 A 4.00 12.57 05/11/2007 05/17/2007 7 43,600 3,470 1 4 B 4.02 12.69 05/11/2007 06/07/2007 28 58,200 4,580 4 4 C 4.02 12.69 05/11/2007 06/07/2007 28 59,000 4,650 1 Average (28 Days) 4,620 4 D 05/11/2007 Hold Comments: Average compressive strength of two 28 day cylinders complies with specified strength. Not tested for plastic unit weight. Sampling - ASTM C172 Molding - ASTM C31 Compressive Strength - ASTM C39 Terracon Rep: Ryan Stephenson H [N ® q 1111 1 2 3 4 5 6 Report Distribution: FRACTURE TYPES (1) Stone West Construction Reviewed by' D nauf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ndicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 01-IR01-Fu1ure Key CONCRETE COMPRESSIVE STRENGTH TEST Irerracon Report Number: 63061227.0022 S355 South Euclid, Suite 107 Service Date: May 23, 2007 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: June 20, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information ,Specified Strength: 4000 psi @ 28 Days Batch Time: 1020 Plant: 968 Supplier: Rinker Truck No: 5112 Ticket No: 96812912 Mix I.D. No.: 1333134 w Water Added Onsite Before Test: 0 Gallons Water Added Onsite After Test: 0 Gallons Field Test Data Test Result Slump, inches: 8 Air Content, %: concrete Temperature, oF: 86 Ambient Temperature, oF: 93 Plastic Unit Weight, pcf: Laboratory Test Data Set Specimen Diameter Area Date No. ID (inches) (sq. inches) Received 5 A 4.00 12.57 05/24/2007 5 B 4.01 12.63 05/24/2007 5 C 4.01 12.63 05/24/2007 5 D Project No.: 63061227 Sample Information Date Cast: May 23, 2007 Time: 1115 Sampled by: Tony Greene Weather Conditions: Clear Accumulative Yards: 8.5/8.5 Batch Size (cy): 8.50 Placement Method: Pump Sample Locations: Stemwalls Placement Location: File, Reception, and Living Room North, South, and East Walls Specification Test Method HJ I IVI U 14.5 ASTM C1064 ASTM C1064 Age at Maximum Compressive Date Test Load Strength Fracture Tested (days) (lbs) (psi) Type 05/30/2007 7 44,600 3,550 1 06/20/2007 28 59,100 4,680 1 06/20/2007 28 59,300 4,690 1 Average (28 Days) 4,690 Hold Comments: Average compressive strength of two 28 day cylinders complies with specified strength. Not tested for plastic unit weight. Sampling - ASTM C172 Molding - ASTM C31 Compressive Strength - ASTM C39 Terracon Rep: Tony Greene R [N ® R 1111 1 2 3 4 5 6 Report Distribution: FRACTURE TYPES (1) Stone West Construction Reviewed byPDave0benauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 01IRo1-FNure Key ,REPORT OF REINFORCING STEEL OBSERVATIONS Irerracon Report Number: 63061227.0023 355 South Euclid, Suite 107 Service Date: May 22, 2007 Tucson, Arizona 85719 (520)770-1789 Client: Report Date: June 04, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Project No.: 63061227 services: Observed reinforcing steel at the following locations: Concrete Stem Walls Files Room and Reception Room - North Wall Living Room - North, South and East Walls Masonry Walls North Entry (0-3' 4"AFFE) Placement of reinforcement was in general compliance with project plans. Referenced approved plans dated January 11,2007; approved and stamped by Town of Oro Valley dated April 5,2007. Notified Jonathon Chapman/Stone West of observations. ferracon Rep: Ryan Stephenson Report Distribution: (1) Stone West Construction Reviewed by ` Dave Obenauf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ndicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 �.,R99-F,1—Key GROUT COMPRESSIVE STRENGTH TEST Report Number: 63061227.0024 Service Date: June 11, 2007 Client: Stone West Construction Attn: Jim Peterson 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley AZ 85737 Material Information Specified Strength: 2500 psi @ 28 Days 3atch Time: 0740 Plant: 773 rout Supplier: Southwest Materials Truck No: 516 Ticket No: 110190 Vlix I.D. No.: 325084 Contractor: Stone West Field Test Data Y Test Slump, Inches: grout Temperature, 0F: ambient Temperature, 0F: Laboratory Test Data Prism Measured Marked Slump Set No. (inches) Result 70 88 Irerracon 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Report Date: July 09, 2007 Project: Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ Project No.: 63061227 Samale Information Date Cast: 06/11/2007 Time: 0900 Sampled by: Ryan Stephenson Weather Conditions: Clear Sample Size: 3.5 x 3.5 Sample Location: Walls Placement Location: Entry Way of Building (0-2'8" AFFE) Specification Test Methods ASTM C 143 ASTM C1064 Maximum Compressive Load Strength (lbs. force) (psi) 12 A NP NP 06/13/2007 06/18/2007 7 13.32 33,200 2,490 12 B NP NP 06/13/2007 07/09/2007 28 13.69 46,800 3,420 12 C NP NP 06/13/2007 07/09/2007 28 13.32 46,600 3,500 Average (28 Days) 3,460 12 D NP NP Hold Comments: Average compressive strength of two 28 day PRISMs complies with specified strength. **NP = Not Performed. Testing - ASTM C1019 Measured Flow Date (seconds) Received f erracon Rep: Ryan Stephenson Date Tested Age (days) Area t)eport Distribution: Stone West Construction Reviewed by. Dav enauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ipdicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable io the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical naterials. Page 1 of 1 D /R09FN ,Key Irerracon u EPORT OF MASONRY SPECIAL INSPECTION Deport Number: 63061227.0025 355 South Euclid, Suite 107 `prvice Date: June 20, 2007 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: July 02, 2007 tone West Construction Project: Stone Canyon Sales Office ttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ ro Valley AZ 85737 Project No.: 63061227 Wvices Permit No. C0600101 Observed reinforcing steel at the following locations: Masonry columns North Entry Way (0-8' Above T.O.F.) Contractor had #6 vertical rebars with 16-20" lap splices. Plans show 48" bar diameter lap splices which is 36". Notified Jonathon Chapman/ Stone West of discrepancies. Jonathon said he would have contractor drill new holes and would call for epoxy rebar inspection. �rracon Rep: Sean Aubry eport Distribution: (1) Stone West Construction Reviewed by: Dav-e enauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client Jicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical iiiaterials. Page 1 of 1 �F.I K, `.ONCRETE COMPRESSIVE STRENGTH TEST Irerracon Report Number: 63061227.0026 S355 South Euclid, Suite 107 ervice Date: July 2, 2007 Tucson, Arizona 85719 (520)770-1789 Client: Report Date: July 30, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Specified Strength: 4000 psi @ 28 Days Batch Time: 0430 Plant: 966 Supplier: Rinker Truck No: 6746 Ticket No: 96632965 Mix I.D. No.: 1333134 Water Added Onsite Before Test: 0 Gallons Water Added Onsite After Test: 0 Gallons Field Test Data Test Result Slump, inches: 7 Air Content, %: concrete Temperature, oF: 86 Ambient Temperature, oF: Plastic Unit Weight, pcf: .aboratory Test Data Set Specimen Diameter Area Date No. ID (inches) (sq. inches) Received 6 A 4.00 12.57 07/03/2007 6 B 4.00 12.57 07/03/2007 6 C 4.00 12.57 07/03/2007 6 D Project No.: 63061227 Sample Information Date Cast: July 2, 2007 Sampled by: Ryan Stephenson Weather Conditions: Clear Accumulative Yards: 11/11 Placement Method: Direct Discharge Sample Locations: Slab on Grade Placement Location: Living Room Specification Test Method ASTM C 143 ASTM C1064 ASTM C1064 Time: 0640 Batch Size (cy): 11.00 Age at Maximum Compressive Date Test Load Strength Fracture Tested (days) (lbs) (psi) Type 07/09/2007 7 45,800 3,640 2 07/30/2007 28 55,900 4,450 2 07/30/2007 28 57,800 4,600 4 Average (28 Days) 4,530 Hold :omments: Average compressive strength of two 28 day cylinders complies with specified strength. Not tested for plastic unit weight. Sampling - ASTM C172 Molding - ASTM C31 Compressive Strength - ASTM C39 ferracon Rep: Ryan Stephenson H IN ®R r] n 1 2 3 4 5 6 Zeport Distribution: FRACTURE TYPES (1) Stone West Construction Reviewed by: Ob Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ,idicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 m-am-Fm,eKeY GROUT COMPRESSIVE STRENGTH TEST Report Number: 63061227.0027 Service Date: July 5, 2007 Client: Stone West Construction Attn: Jim Peterson 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley AZ 85737 Material Information Specified Strength: 2000 psi @ 28 Days 3atch Time: 0810 Plant: 770 rout Supplier: Southwest Materials Truck No: 491 Ticket No: 113813 Mix I.D. No.: 325068 Contractor: Stone West Field Test Data Test Result Slump, Inches: Srout Temperature, 0F: 84 Ambient Temperature, 0F: 98 Laboratory Test Data Irerracon 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Report Date: August 02, 2007 Project: Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ Project No.: 63061227 Sample Information Date Cast: 07/05/2007 Time: 0915 Sampled by: Ben Klootwyk Weather Conditions: Clear Sample Size: 3.5 x 3.5 Sample Location: Columns Placement Location: Sales Center Entry Way (0-8' AFFE) Specification Test Methods ASTM C143 ASTM C1064 Prism Measured Measured Maximum Compressive Marked Slump Flow Date Date Age Load Strength Set No. (inches) (seconds) Received Tested (days) Area (lbs. force) (psi) 7 A NP NP 07/06/2007 07/12/2007 7 11.90 34,600 2,910 7 B NP NP 07/06/2007 08/02/2007 28 12.96 58,000 4,480 7 C NP NP 07/06/2007 08/02/2007 28 11.90 52,100 4,380 Average (28 Days) 4,430 7 D NP NP Hold Comments: Average compressive strength of two 28 day PRISMs complies with specified strength. **NP = Not Performed. Testing - ASTM C1019 rerracon Rep: Ben Klootwyk Report Distribution: 1) Stone West Construction Reviewed byOD,,e nO—b—,n,,f Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client Indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical naterials. Page 1 of 1 R09-F ure Key ,SPORT OF MASONRY SPECIAL INSPECTION Irerracon Report Number: 63061227.0028 service Date: July 3, 2007 Client 'tone West Construction kttn: Jim Peterson 12475 N Rancho Vistoso Blvd, Ste 155 )ro Valley AZ 85737 1�rrvices Permit C0600101 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Report Date: July 31, 2007 Project: Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ Project No.: 63061227 Observed reinforcing steel at the following locations: North Entry Columns Contractor missing #6 vertical rebars at corners and wall ends. Contractor will call when ready for 2nd inspection. Notified Jonathon Chapman/ Stone West of observations. erracon Rep: Sean Aubry Zeport Distribution: (1) Stone West Construction Reviewed by: DJ<e Oben Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client idicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 99-1R99-F,1—Key Irerracon ELD DENSITY TESTING ke ort Number: 63061227.0029 11 355 Wprvice Date: June 27, 2007 Tuc South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: July 14, 2007 atone West Construction Project: Stone Canyon Sales Office --Ltttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ (fro Valley AZ 85737 Project No.: 63061227 Material Information Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Material Laboratory Content Weight Content Unit Weight No. Test Method Description and Classification N (pcf) M (% compaction) 612270017 ASTM D698-91 Aggregate Base Course 9.8 124.8 95 min field Test Data Probe Water Dry Unit Dry Unit -est Lift/ Mat. Depth Content Weight Weight No. Test Location Elev. No. (inches) (%) (pcf) (% compaction) Building Pad 1 Entrance Way, South Half 0.0 1 4 6.9 121.8 98 2 Entrance Way, North Half 0.0 1 4 6.1 125.9 100+ :itum: Finished Aggregate Base Course L.�mments: Tr,st results on this report meet project specification. ,eld Test Method: ASTM D2922, ASTM D3017 0auge ID: 31001 �rracon Rep: Tony Greene aport Distribution: l f Stone West Construction Reviewed by: Dave Obenau Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client Indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 07-IR07-Fo—Key :.SPORT OF MASONRY SPECIAL INSPECTION 1Wport Number: 63061227.0030 Irerracon Sprvice Date: Jul 5, 2007 355 South Euclid, Suite 107 I Jli y Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: July 31, 2007 ()fn ne West Construction Project: Stone Canyon Sales Office .Jim Peterson Rancho Vistoso Blvd 75 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ nro Valley AZ 85737 Project No.: 63061227 Services: Permit 0600101 Observed reinforcing steel at the following locations: Masonry Walls North Entry Way (0-8' AFFE) Placement of reinforcement was in general compliance with project plans. Contractor provided cleanouts. Notified Jonathon Chapman/ Stone West of observations. !rracon Rep: Sean Aubry port Distribution: Stone West Construction Reviewed by: Dave Obenauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client I licated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 9 IR99-F.N Key EPDXY DOWEL OBSERVATIONS 11 Irerracon Client: Stone West Construction Consulting Engineers & Scientists 12475 North Rancho Vistoso Blvd. Terracon Consultants, Inc. Suite 155 355 S. Euclid, Suite 107 Oro Valley, Arizona 85737 Tucson, Arizona 85719 Phone 520.770.1789 Fax 520.792.2539 Attn: Randy Paoletti www.terracon.com Project: Stone canyon Sales Office Rancho Vistoso Blvd. Job No.: 63061227.0031 Report by: G. DiNunzio Date: 6/ 8/20 7 Permit No: C0600101 Reviewed by:��1 Date: z� 7 Contractor: Stone West Construction Column Line/Level: Footing Plans: Clifford Paul Date: 1/09/2007 Drawing No.: S1.2 Detail No.: Bar Schedule Approved Plans: x Revision: Dowel Size: 6 Inches Length: 48 Spacing: Inches on Center No. of Dowels: 24 — 6 per corner Connection: Corner Tie-ins/Missing Bar Installation Angle: x Vertical Horizontal Overhead Embed Material: Concrete x Block x Grouted Cell Embed Type: x Wall Footing Floor Pad Hole Diameter: 7/8 Inches Embed Length: 7 Hole Clean Out: Brush -Power Air Type Epoxy: HILTI HIT Expiration Date: 9/07 Installer: Deanzia Construction The above is in general compliance. Copies: Stone West Construction Delivering Success for Clients and Employees Since 1965 More Than 95 Offices Nationwide 30ROUT COMPRESSIVE STRENGTH TEST Report Number: 63061227.0032 Irerracon July 172007 355 South Euclid, Suite 107 Service Date: Y, Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: August 15, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Specified Strength: 2000 psi @ 28 Days 3atch Time: 0935 Plant: 773 rout Supplier: Southwest Materials Truck No: 497 Ticket No: 115520 Mix I.D. No.: 325068 Contractor: Stone West Field Test Data Project No.: 63061227 Samale Information Date Cast: 07/17/2007 Time: 1030 Sampled by: Ben Klootwyk Weather Conditions: Clear Sample Size: 3.5 x 3.5 Sample Location: Walls Placement Location: Front Entrance, North, South, East, and West Walls (8-16' AFFE) Test Result Specification Test Methods Slump, Inches: ASTM C143 ];rout Temperature, 0F: 88 ASTM C1064 Ambient Temperature, 0F: 96 Laboratory Test Data Prism Measured Measured Maximum Compressive Marked Slump Flow Date Date Age Load Strength Set No. (inches) (seconds) Received Tested (days) Area (lbs. force) (psi) 8 A NP NP 07/19/2007 07/24/2007 7 12.96 34,100 2,630 8 B NP NP 07/19/2007 08/14/2007 28 12.60 49,300 3,910 8 C NP NP 07/19/2007 08/14/2007 28 12.60 48,500 3,850 Average (28 Days) 3,880 8 D NP NP Hold Comments: Average 28 day compressive strength results comply with specified strength. "'NP = Not Performed. Testing - ASTM C1019 Ferracon Rep: Ben Klootwyk Report Distribution: 11) Stone West Construction Reviewed :12 Da enauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical naterials. Page 1 of 1 09IRM-Fm .Key Irerracon ,EPORT OF MASONRY SPECIAL, INSPECTION Aport Number: 63061227.0033 ifrvice Date: July TucTuc11, 2007 South Euclid, Suite 107 son, Arizona 85719 (520) 770-1789 Client: Report Date: August 23, 2007 tone West Construction Project: Stone Canyon Sales Office ttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ nro Valley AZ 85737 Project No.: 63061227 Services: Permit No. C0600101 Observed reinforcing steel in masonry walls at the following locations: Walls North Entry Way Tower (8'-16'AFFE) Contractor did not have cleanouts. Contractor did not have correct lap -splices for vertical #6 rebar's. Notified Jonathan Chapman/Stone West of observations. Contractor will call for second inspection. �rracon Rep: Sean Aubry eport Distribution: Stone West Construction Reviewed by - Dave Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client Aicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical 11 I6terials. Page 1 of 1 99/R99FOu Key EPORT OF MASONRY SPECIAL INSPECTION Irerracon 1(6port Number: 63061227.0035 ice Date: July 13, 2007 lient: (tone West Construction 'ttn: Jim Peterson 12475 N Rancho Vistoso Blvd, Ste 155 Report Date: August 24, 2007 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Project: Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ r)ro Valley AZ 85737 Project No.: 63061227 Services: Permit No. C0600101 Observed reinforcing steel in masonry walls at the following locations North Entry Tower (8'-16' AFFE) Placement of reinforcing steel was in general compliance with project plans Contractor provided cleanouts. Discrepancies noted in repot 63061227.0033 have been corrected. Notified Jonathon Chapman/Stone West of observations. :rracon Rep: Sean Aubry ieport Distribution: lStone West Construction Reviewed by: ODav,OCbeD Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client licated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1�F�.eKey Irerracon tPORT OF MASONRY SPECIAL INSPECTION ort Number: 63061227.0036 Service Date: July 23, 2007 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 L ient: Report Date: September 11, 2007 rtone West Construction Project: tn: Jim Peterson 2475 N Rancho Vistoso Blvd, Ste 155 (fro Valley AZ 85737 Project No.: iervices: Permot No. C060C101 Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ 63061227 Observed reinforcing steel in masonry walls at the following locations: North EntryTower (16'-21' 4" AFFE) Contractor placed horizontal rebar for roof line at wrong elevation for roof line and is missing (1) #4 horizontal continuous rebar per detail #210 on sheet S5.1. Notified Jonathan Chapman/Stone West of observations. Contractor will correct discrepancy & will call back for 2nd inspection. -racon Rep: Sean Aubry port Distribution: tone West Construction Reviewed by: d�) Dave Obenauf Department Manager II -Technical the tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client rtCated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable e actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical erials. Page 1 of 1 99-R99-F�Key ,SPORT OF REINFORCING STEELIMASONRY OBSERVATIONS Irerracon k6port Number: 63061227.0037 uc ,Jr.rvice Date: July 30, 2007 TSouth Euclid, Suite 107 Tucson, Arizona 85719 (520)770-1789 Client: Report Date: August 24, 2007 0 one West Construction Project: Stone Canyon Sales Office I n: Jim Peterson Rancho Vistoso Blvd 1 475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ (fro Valley AZ 85737 Project No.: 63061227 >ervices Permit No C0600101 Observed reinforcing steel at the following locations: Masonry Wall North Entry Tower (16-21- 4" AFFE) Column Pedestals South & North Cantera Placement of reinforcing steel was in general compliance with project plans. Notified Jonathon Chapman/Stone West of observations. !rracon Rep: Sean Aubry I Isport Distribution: lIl) Stone West Construction Reviewed D nauf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client I licated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical iterials. Page 1 of 1 W9/ F—e Key ROUT COMPRESSIVE STRENGTH TEST I t�port Number: 63061227.0038 $grvice Date: August 2, 2007 l,iient: stone West Construction .-�:tn: Jim Peterson 1 �475 N Rancho Vistoso Blvd, Ste 155 �[o Valley AZ 85737 nl aterial Information ,,ecified Strength: 2000 psi @ 28 Days Itch Time: 1040 Plant: 773 out Supplier: Southwest/CPC Truck No: 465 Ticket No: 117729 x I.D. No.: 325068 intractor: Stone West Field Test Data Test Result Ulbmp, Inches: Firout Temperature, 0F. 77 -ibientTemperature, 0F: 80 Laboratory Test Data Irerracon 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520)770-1789 Report Date: August 31, 2007 Project: Stone Canyon Sales Office Rancho Vistoso Blvd Oro Valley, AZ Project No.: 63061227 Samale Information Date Cast: 08/02/2007 Time: 1135 Sampled by: Ryan Stephenson Weather Conditions: Cloudy Sample Size: 3.5 x 3.5 Sample Location: Walls Placement Location: Entry way N, S, E, W (16'-21' 4" AFFE) Specification Test Methods ASTM C143 ASTM C1064 Prism Measured Measured Maximum Compressive 0 Marked Slump Flow Date Date Age Load Strength Set No. (inches) (seconds) Received Tested (days) Area (lbs. force) (psi) 9 A NP NP 08/03/2007 08/09/2007 7 12.24 34,300 2,800 9 B NP NP 08/03/2007 08/30/2007 28 12.25 50,800 4,150 9 C NP NP 08/03/2007 08/30/2007 28 12.60 47,000 3,730 Average (28 Days) 3,940 9 D NP NP Hold rpmments: Average compressive strength of two 28 day PRISMs complies with specified strength. **NP = Not Performed. :sting - ASTM C1019 Tgracon Rep: Ryan Stephenson Tnport Distribution: : =Stone West Construction Reviewed by: Dave kena Department Manager II -Technical tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ndicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable n toe actual samples tested at the Iocation(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical erials. Page 1 of 1 p9JROlFd-Kq VISUAL WELD OBSERVATION Client: Stone West Construction 12475 North Rancho Vistoso Blvd. Suite 155 Oro Valley, Arizona 85737 Attn: Randy Paoletti Project Stone Canyon Sales Office 405 West Tortolita Mountain Circle Irerracon 355 S. Euclid, Ste. 107 Tucson, Arizona 85719 (520) 770-1789 Fax: (520) 792-2539 Job. No. 63061227.0039 Technician G. DiNunzio Date 9/ `2/2007 Fabricator J. B Steel Reviewed by _ ,.%. Date It Procedure/Code/ Specification IBC-1704.3.1 AWS D1.1-2006 Permit No. C0600101 Location Type I Accept I Reject Under- cut Insufficient Throat Overlap Excessive Convexity Insufficient Leg Size Crack Excessive Concavity Porosity Insufficient Len th Remarks Tower Framing Plan & SK-4, 1-15-07 At Columns 1A -2A -3A - 4A 4 x 6 Angle to flat plate Fillet x Top strap to column Fillet x Angle to angle Fillet x Angle to tube steel column Fillet x Copies: Stone West Construction . !ELD DENSITY TESTING lrerrac®n Deport Number: 63061227.0044 iprvice Date: September 3, 2008 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: September 16, 2008 (hone West Construction Project: Stone Canyon Sales Office Jim Peterson Rancho Vistoso Blvd Itri: 475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ nro Valley AZ 85737 Project No.: 63061227 Material Information Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Material Laboratory Content Weight Content Unit Weight No. Test Method Description and Classification N (pcf) N (% compaction) 612270041 ASTM D698-91 Aggregate Base Course 8.1 129.5 95 min field Test Data Probe Water Dry Unit Dry Unit -est Lift/ Mat. Depth Content Weight Weight No. Test Location Elev. No. (inches) N (pcf) (% compaction) NW Entrance Way 1 10' E/ 20' S of NWC of Entrance 0.0 1 4 7.0 123.8 96 West Parking Lot 2 35' E/ 5' N of SWC of Parking Lot 0.0 1 4 6.1 128.9 100 East Parking Lot 3 70' W/ 18' S of NEC of Parking Lot 0.0 1 4 6.4 127.1 98 4 130' W/ 5' S of NEC of Parking Lot 0.0 1 4 7.6 125.3 97 Datum: Finished Aggregate Base Course _)mments: I list results on this report meet project specification. Field Test Method: ASTM D6938, �rracon Rep: Anthony F. Greene sport Distribution: �) Stone West Construction Reviewed by: Dav Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client 1poicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable he actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical terials. Page 1 of 1 07-IR07-FNure Key FIELD DENSITY TESTING Irerracon Report Number: 63061227.0012 Service Date: December 14, 2006 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: January 14, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Project No.: 63061227 Material Information Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Material Laboratory Content Weight Content Unit Weight No. Test Method Description and Classification (%) (pcf) (%) (% compaction) I 612930001 ASTM D698-91 Import 9.0 129.9 95 min Field Test Data Probe Water Dry Unit Dry Unit Test Lift/ Mat. Depth Content Weight Weight No. Test Location Elev. No. (inches) (%) (pcf) (% compaction) Fire Hydrant/Roadway Backfill 1 Tortolita Mtn Circle, Sta 36+25, Eastbound 0.0 1 12 7.9 126.1 97 Ln Datum: Finished Subgrade Lomments: Test results on this report meet project specification. =ield Test Method: ASTM D2922, ASTM D3017 Gauge ID: 31001 Ferracon Rep: Tony Greene Report Distribution: 6) Stone West Construction Reviewed by: d),r) Da enauf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ndicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical naterials. Page 1 of 1 0]-/R0]-Future Key Project No.: 63061227 Sample Information Date Cast: January 30, 2007 Time: 1050 Sampled by: Steve Jensen Weather Conditions: Cloudy/Light Rain Accumulative Yards: 10/55 Batch Size (cy): 10.00 Placement Method: Pump Sample Locations: Footings Placement Location: North, South, East & West, Rms 1028-1031 Result Specification Test Method Slump, inches: 5 Air Content, %: concrete Temperature, oF: 73 Ambient Temperature, oF: 61 Plastic Unit Weight, pcf: .aboratory Test Data Set Specimen Diameter Area Date No. ID (inches) (sq. inches) Received 1 A 4.02 12.69 01 /31 /2007 1 B 4.00 12.57 01 /31 /2007 1 C 4.00 12.57 01 /31 /2007 1 D 01 /31 /2007 HJ I IVI U 146 ASTM C1064 ASTM C1064 Age at Maximum Compressive Date Test Load Strength Fracture Tested (days) (lbs) (psi) Type 02/06/2007 7 48,100 3,790 1 02/27/2007 28 64,500 5,130 2 02/27/2007 28 63,500 5,050 6 Average (28 Days) 5,090 Hold ;omments: �ampling - ASTM C172 Molding - ASTM C31 Compressive Strength - ASTM C39 i erracon Rep: Steve Jensen CONCRETE COMPRESSIVE STRENGTH TEST Irerracon Report Number: 63061227.0013 Service Date: January 30, 2007 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: February 27, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Specified Strength: 4000 psi @ 28 Days Batch Time: 0940 Plant: 966/1966 Supplier: Rinker Truck No: 19350 Ticket No: 96622926 Mix I.D. No.: 1333131 Water Added Onsite Before Test: 0 Gallons Water Added Onsite After Test: 0 Gallons Field Test Data Test �]A®Iq r] ri 1 2 3 4 5 6 Report Distribution: FRACTURE TYPES (1) Stone West Construction Reviewed by: k-Dbenauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client idicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical i Materials. Page 1 of 1 014R01-F.1­ , 1EPORT OF REINFORCING STEEL/ANCHOR BOLT OBSERVATIONS Irerracon Report Number: 63061227.0014 355 South Euclid, Suite 107 ervice Date: Janus 25 2007 January Tucson, Arizona 85719 R(520) 770-1789 Client: Report Date: February 13, 2007 ;tone West Construction Project: Stone Canyon Sales Office ,ttn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Dro Valley AZ 85737 Project No.: 63061227 ft rvices: Permit No. C0600101 Observed reinforcing steel and anchor bolts at the following locations: Footings North, South, West, Interior & Columns Rms 1011, 1005-1009, 1014-1017, 1019-1032 Placement of reinforcement and anchor bolts was in general compliance with project plans. Referenced project plans dated 3/18/05; approved and stamped by Town of Oro Valley dated-10/13/06. Notified Jonathan Chapman/StoneWest of observations. nerracon Rep: Sean Aubry _eport Distribution: (1) Stone West Construction Reviewed by: 12 D nauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable Ltterials. he actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical Page 1 of 1 99/R9?F—Ks -CONCRETE COMPRESSIVE STRENGTH TEST Irerracon Report Number: 63061227.0015 Service Date: February 15, 2007 Tuc South Euclid, suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: March 15, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Specified Strength: 4000 psi @ 28 Days Batch Time: 0946 Plant: 968 Supplier: Rinker Truck No: 462 Ticket No: 96810262 Mix I.D. No.: 1333131 Water Added Onsite Before Test: 0 Gallons Water Added Onsite After Test: 0 Gallons Field Test Data Test Result Slump, inches: 3 1/2 Air Content, %: Concrete Temperature, oF: 81 Ambient Temperature, oF: 65 Plastic Unit Weight, pcf: Laboratory Test Data Set Specimen Diameter Area Date No. ID inches (sq. inches Received 2 A 4.00 12.57 02/16/2007 Project No.: 63061227 Sample Information Date Cast: February 15, 2007 Sampled by: Michael D Wiggins Weather Conditions: Clear Accumulative Yards: 8/16 Placement Method: Pump Sample Locations: Stem Walls Placement Location: Rooms 1004-1030 Specification Test Method ASTM C143 ASTM C1064 ASTM C1064 Time: 1125 Batch Size (cy): 8.00 Age at Maximum Compressive Date Test Load Strength Fracture Tested (days (lbs) (psi) Type 02/22/2007 7 55,600 4,420 4 2 B 4.01 12.63 02/16/2007 03/15/2007 28 70,400 5,570 1 2 C 4.01 12.63 02/16/2007 03/15/2007 28 72,600 5,750 1 Average (28 Days) 5,660 2 D 02/16/2007 Hold omments: Average compressive strength of two 28 day cylinders complies with specified strength. Not tested for plastic unit weight. Sampling -ASTM C172 Molding - ASTM C31 Compressive Strength - ASTM C39 Terracon Rep: Michael D Wiggins H IN ® R r] ri 1 2 3 4 5 6 Report Distribution: FRACTURE TYPES (1) Stone West Construction Reviewed by: enauf Manager, Construction Services �he tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client dicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable o the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 014R01-F... Key EPORT OF REINFORCING STEEL/EPDXY REBAR OBSERVATIONS Irerracon ort Number: 63061227.0016 rvice Date: February 13, 2007 Tucson, South Euclid, suite 107 cson, Arizona 85719 Ir Tu (520) 770-1789 Client: Report Date: March 16, 2007 =tone West Construction Project: Stone Canyon Sales Office _ttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Iro Valley AZ 85737 Project No.: 63061227 t�rvices: Permit No. C0600101 Observed reinforcing steel at the following locations: Concrete Stem Walls Room 1003 -1034 Observed epoxy rebar installation at the following locations: - Stem Walls— - - - -- Room 1015, 1016, 1019, 1022 Contractor drilled 5/8" diameter holes a minimum of 7 1/2" in depth. Holes were brushed and blown clean. Contractor installed No. 4 vertical rebar with Simpson Strong TIE SET 22 epoxy. Placement of reinforcement and installation of epoxy rebar dowels was in general compliance with project plans. Notified Jonathon/Stone West of observations. Drracon Rep: Sean Aubry eport Distribution: 1 (1) Stone West Construction / Reviewed by: 0J /it 'rDave 9 enauf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ta icated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical terials. Page 1 of 1 9FIR9&FU—Ney I EPORT OF REINFORCING STEEUANCHOR BOLT OBSERVATIONS Irerracon Report Number: 63061227.0019 355 South Euclid, Suite 107 (jervice Date: April 18, 2007 Tucson, Arizona 85719 I I (520) 770-1789 Client: Report Date: May 10, 2007 done West Construction Project: Stone Canyon Sales Office lttn: Jim Peterson Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Iro Valley AZ 85737 Project No.: 63061227 ir ices: Observed reinforcing steel at the following locations: Footings Room 1001-1004 North, South, East, and West Walls Placement of reinforcement and anchor bolts was in general compliance with project plans. Notified Jonathon Chapman/ Stone West of observations. -rracon Rep: Sean Aubry sport Distribution: (1) Stone West Construction Reviewed by: Dave Obenauf Manager, Construction Services The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client II1�t cated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable e actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical erials. Page 1 of 1 99-M99-F.—Key Irerracon FIELD DENSITY TESTING Report Number: 63061227.0003 STuc Service Date: September 20, 2006 South Euclid, suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: October 10, 2006 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Project No.: 63061227 Material Information Material Laboratory No. Test Method Description and Classification -I 612270001 ASTM D698-91 Native Field Test Data Probe Test Lift/ Mat. Depth No. Test Location Elev. No. (inches) Bldg Pad 1 North half 0.0 1 6 Lab Test Data Optimum Max. Lab Water Dry Unit Content Weight N (Pcf) 9.9 123.5 Protect Requirements Water Minimum Dry Content Unit Weight N (% compaction) 95 min Water Dry Unit Dry Unit Content Weight Weight N (pcf) (% compaction) 7.6 121.2 98 2 South half - - - -- - 0.0 _ 1 6__ -_ 6.2 122.3 99 atum:Original Grade Comments: Test results on this report meet project specification. =ield Test Method: ASTM D2922, ASTM D3017 Gauge ID: 31001 Terracon Rep: Tony Greene eport Distribution: 1) Stone West Construction Reviewed by: d' e Obenauf Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client -ndicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 FIELD DENSITY TESTING Report Number: 63061227.0004 Irerracon Service Date: September 21, 2006 Tuc South Euclid, suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: October 10, 2006 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Material Laboratory No. Test Method Descri 11 610550092 ASTM D698-91 Import Field Test Data Test No. Bldg Pad 1 East Area 2 --South Area 3 West Area Test Location Project No.: 63061227 Lab Test Data Proiect Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Content Weight Content Unit Weight and Classification N (pcf) N (% compaction) 7.5 127.2 ±3 opt 95 min Datum: Finished Subgrade comments: Test results on this report meet project specification. Field Test Method: ASTM D2922, ASTM D3017 11auge ID: 31001 f erracon Rep: Tony Greene Probe Water Dry Unit Dry Unit Lift/ Mat. Depth Content Weight Weight Elev. No. (inches) N (pcf) (% compaction) -3.5 1 6 5.7 126.5 99 -3.5 -- 1 -6 — - 6.9 -127.3 100 -- -3.5 1 6 6.4 126.7 100 eport Distribution: 1) Stone West Construction Reviewed by: ') Da auf Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client -idicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable tthe actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 ._C-.,,.-- Irerracon FIELD DENSITY TESTING Report Number: 63061227.0005 Service Date: September 22, 2006 Tuc South Euclid, suite 107 Tucson, Arizona 85719 (520)770-1789 Client: Report Date: October 10, 2006 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Material Laboratory No. Test Method 610550092 ASTM D698-91 -Field Test Data Test No. Bldg Pad 1 South Area 2 -East Area 3 West Area Project No.: 63061227 Lab Test Data Proiect Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Content Weight Content Unit Weight Description and Classification N (pcf) N (% compaction) Import 7.5 127.2 95 min Probe Water Dry Unit Dry Unit Lift/ Mat. Depth Content Weight Weight Test Location Elev. No. (inches) N (pcf) (% compaction) -2.5 1 6 6.2 128.7 100+ - -2.5 -1 6- -- 8.9 — 127.1- 100 -2.5 1 6 7.5 127.7 100 Datum: Finished Subgrade tomments: Test results on this report meet project specification. Field Test Method: ASTM D2922, ASTM D3017 jauge ID: 31001 Terracon Rep: Tony Greene eport Distribution: I) Stone West Construction Reviewed b Saw-aVenauf Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client medicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable Lthe actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 _,_.F , ,t„ FIELD DENSITY TESTING Irerracon Report Number: 63061227.0006 355 ervice Date: September 25, 2006 Tucson, South Euclid, suite 107 Tucson, Arizona 85719 (520)770-1789 Client: Report Date: October 10, 2006 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Project No.: 63061227 -Material Information Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Material Laboratory Content Weight Content Unit Weight No. Test Method Description and Classification N (pcf) N (% compaction) 7 610550047 ASTM D698-91 Import 9.7 127.4 ±3 opt 95 min Field Test Data Probe Water Dry Unit Dry Unit Test Lift/ Mat. Depth Content Weight Weight No. Test Location Elev. No. (inches) N (pcf) ' (% compaction) Bldg Pad 1 Southeast Area -2.5 1 6 7.3 131.5 100+ 2 -Southwest Area- --- -_ _-3.0 __1 6- _ _ 6.9_ 127.0 100 3 West Area -3.5 1 6 7.1 131.4 100+ Datum: Finished Subgrade omments: est results on this report meet project specification. Field Test Method: ASTM D2922, ASTM D3017 3auge ID: 31001 —erracon Rep: Tony Greene Ifeport Distribution: l) Stone West Construction Reviewed by: Da of Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ■dicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable D the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 1 C-. FO--Fuwi. Kav Irerracon FIELD DENSITY TESTING Report Number: 63061227.0007 S355 South Euclid, Suite 107ervice Date: September 26, 2006 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: October 13, 2006 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Material Laboratory No. Test Method -I 610550092 ASTM D698-91 field Test Data Test Project No.: 63061227 Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Content Weight Content Unit Weight Description and Classification N (pcf) N (% compaction) Import 7.5 127.2 -3 opt 95 min No. Test Location Bldg Pad 1 North area 2 -West area 3 South area 4 East area Probe Water Dry Unit Dry Unit Lift/ Mat. Depth Content Weight Weight Elev. No. (inches) N (pcf) (% compaction) -2.5 1 6 7.0 130.5 100+ -2.5 - 1 -8 6.7 127.8 — 100 -2.5 1 8 9.3 130.2 100+ -2.5 1 4 8.5 129.2 100+ patum: Finished Subgrade comments: Test results on this report meet project specification. eld Test Method: ASTM D2922, ASTM D3017 Tauge ID: 31001 ferracon Rep: Tony Greene eport Distribution: ' () Stone West Construction Reviewed by: Dave Ob Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ■dicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable z) the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical -iaterials. Page 1 cf 1 IELD DENSITY TESTING Report Number: 63061227.0008 `ervice Date: September 28, 2006 Irerracon 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: October 17, 2006 :tone West Construction Project: Stone Canyon Sales Office .ttn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ pro Valley AZ 85737 1 Project No.: 63061227 aterial Information 11 Material Laboratory No. Test Method 1 610550092 ASTM D698-91 .eld Test Data West No. Lab Test Data Proiect Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Content Weight Content Unit Weight Description and Classification N (pcf) M (% compaction) Import 7.5 127.2 ±3 opt 95 min Probe Lift/ Mat. Depth Test Location Elev. No. (inches) Water Dry Unit Dry Unit Content Weight Weight. N (pcf) (% compaction) Bldg Pad 1 South Area 0.0 1 6 8.3 128.8 100+ 2 West Area - _ 0.0_ 1 6 7.6 125.6 99 3 North Area 0.0 1 8 6.7 127.4 100 4 Center of Pad 0.0 1 8 6.8 133.6 100+ 5 East Area 0.0 1 8 7.3 129.4 100+ Ubtum: Finished Subgrade Comments: rst results on this report meet project specification. eld Test Method: ASTM D2922, ASTM D3017 Gauge ID: 31001 E�rracon Rep: Tony Greene llport Distribution: Stone West Construction Reviewed by: Dave Obenauf Department Manager II The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client .: :Jicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable Ilthe actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical terials. Page 1 of 1 07�074... K.y FIELD DENSITY TESTING Report Number: 63061227.0011 Irerracon ervice Date: December 13, 2006 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Client: Report Date: January 14, 2007 Stone West Construction Project: Stone Canyon Sales Office Attn: Randy Paoletti Rancho Vistoso Blvd 12475 N Rancho Vistoso Blvd, Ste 155 Oro Valley, AZ Oro Valley AZ 85737 Material Information Material No. 7 612930001 Laboratory Test Method ASTM D698-91 Project No.: 63061227 Lab Test Data Project Requirements Optimum Max. Lab Water Dry Unit Water Minimum Dry Content Weight Content Unit Weight Description and Classification N (pcf) N (% compaction) Import 9.0 129.9 95 min Field Test Data Test No. Test Location Fire Hydrant/Roadway Backfill 1 Tortolita Mtn Circle, Sta 36+25, Eastbound _Ln 2 Tortolita Mtn Circle, Sta 36+25, Eastbound Ln �atum: Finished Subgrade omments: Test results on this report meet project specification. =ield Test Method: ASTM D2922, ASTM D3017 Dauge ID: 31001 Terracon Rep: Tony Greene �teport Distribution: h> stone West Construction Probe Water Dry Unit Dry Unit Lift/ Mat. Depth Content Weight Weight Elev. No. (inches) N (pcf) (% compaction) -3.0 1 8 7.8 125.9 97 -1.5 1 8 7.1 125.5 97 a ) I Reviewed by: Dav auf Department Manager II -Technical The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client ldicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical aterials. Page 1 of 1 071R07-F..r. Key • � QO�P\-I.EY AR/ O 9 A'0VNDE9A9"k December 3, 2008 Michael R. Smith, P.E. The WLB Group, Inc. 4444 E. Broadway Tucson, AZ 85711 TOWN OF ORO VALLEY Department of Public Works 11000 N. La Canada Drive Oro Valley, Arizona 85737 (520) 229-4880 Fax (520) 229-4899 Subject: Stone Canyon Sales Center, OV12-05-16 Mr. Smith: Development Review staff has concluded its site observation and review of your project closeout submittal. The focus of our review was to verify that the construction had been satisfactorily completed and that the as -built plans reflect the final construction. Current deficiencies, recognized by the Town, of the As Built plans are as follows: 1. Handicapped parking signs: Sign for west handicapped parking space not installed, sign for east handicapped parking space is behind vegetation thus impeding visibility. 2. Install detectable warnings at north end of sidewalk that leads to security entrance station per ADA Accessibility Guidelines 4.29.5. 3. The Abtech Industries Smart Sponge in First Flush catch basins are to be cleaned so that they are free from silt and debris; a routine maintenance schedule is to be created to this end as well. 4. Boulder wall per Detail 9 on sheet 4 of the submitted as -built plans on the east side of parking lot is not installed. 5. Show on as -built plans riprap that is along both sides of sidewalk between sales center and security entrance station. Also, the Town wishes to note that there are various areas at the channel side - slopes on both sides of the building which show signs of scouring/erosion that, left unaddressed, will undermine behind grouted riprap slopes. Please monitor and correct these as you deem appropriate. After all of these items have been addressed and the proper submissions have .0 been made, please contact the Town of Oro Valley for a final site visit. If you have questions, please call myself or Mike Valencic at 229-4800. Respectfully, Paul Keesler, P.E. Development Review Division Manager cc: Mike Valencic, Sr. Civil Engineering Technician, Town of Oro Valley Shirley Gay, Assurance Clerk, Town of Oro Valley Chad Dalton, Civil Engineering Technician, Town of Oro Valley Mario Granado, Civil Engineering Technician, Town of Oro Valley File Town of Oro Valley- Department of Public Works Site Inspection Log Pro ect No. Project Name %ont 5. e, Datei nNotes 10 / C4,7AA Gea M,4 w/ 13, ............................ ............... ............................................................. Inspection Request Worksheet Town of Oro Valley Building Safety Requested Inspection Date: I C) �S APD Information: Fire Sprinklers Required Q Area: Aeth*Number: GO(o00101 Address: ItOS Status: Location: Type: Sub Type: Const Type: Occupancy: Use: Description: Requested Inspections. Cross Reference Permit#?: Requestor: �S ys cA a , Requestor Phone #: Sq f — 311 Q Applicant Name: Applicant Phone #: Insp Item(s): 1oo`t PAC ceid Comments: Comments: "proved Partial Fail Not Ready Cancelled Inspector: aj V' P0.1A Permit Expiration Date. �_:,: ------------------------------------------------------------------------------ Tuesday, Odober 03, 2006 -- Page I of I Engineering - Planning Surveying - Urban De*19n Landscape Archltadmre October 19, 2006 Dave Holmberg Vistoso_ , artners %o Stone Canyoq 945 W. VisEtoso ' Nands; drive Oro Valley, Arizoi* 8,5737 Subject: Stone Canyon Golf Course Sale Center - Finished Pad Elevation Verification WLB Job No. 185050-A-022-1005 Dear. Dave Our survey crew has performed an as -built survey of the constructed building pad. Based on the project benchmark as shown on the approved paving and sewer plans, the average elevation of the pad is 2995.80, Note: The Improvement Plans specify that the pad elevation is to be 8" below finished floor elevation of 96.75, which is 96.08. We were asked by contractor, Stone West to bluetop the pad 10' below finish floor elevation, resulting In a pad elevations of 95.92. If you have any questions, please feel free to call me at (520) 881-7480. Sincerely, THE WLB GROUP, INC. T2214- JACK A. BUCHANAN Jack Buchanan, R.L.S. W.%185050 - Rancfw,&toso1AM%s" Center Pad Cart. Stone Canyon 10-19-08,doo Engineering - Planning - Surveying - Urban Design - Landscape Architecture Offices located In Tucson, Phoenix, Las Vegas • E-mail: tucson*wibgroup.00m 4444 East Broadway - Tucson, Arizona $5711 . (520) 881y71 9 - FAX (520) 881-7492 G0600 } 100 Stone Canyon Sales Center PRE -GRADING MEETING AGENDA 29 August 06 —1:00 PM 1) Attendees sign in on sign in sheet (1 min) 2) Introductions by attendees (2 min) 3) Project overview by Development Review Division (3 min) .-A 4) Supt. for project: TWA' cell / phone: a) Expected Date for IECD completion: — ua _ (2 min) (contact: Ma c NwIrdirro 6 940-5798) b) Expected Project Finish Date: W.................................. ........................... NOTES: 5) Review of Zoning Codes by Town of Oro Valley Zoning Inspector PA - a) Salvage (4 min);9�� , y t b) Lighting ftI,U�,�--/� c) Public Art d) Addressing e) Landscaping f) Bonds / Assurances g) Signs 6) Review of. Building Codes by the Town of Oro Valley Building Official ; ,peies a) Building Permits (4 min): b) Sewer and Water Hookup 7) Review of Fire Codes by Golder Ranch Fire Marshall (4 min): a) Hydrant locations 8 Review of water requirements by Oro Valley Water (3 min); e, a) Temporary water service 1 pwA- b Hydrant meters (Charlie Soper 940-4982) ` c) PCDEQ d) Water Pre -Con (Mark Moore 229-5017) 9) Review of Public Works standards (3 min); a) Materials testing b) Construction Zone Fencing c) Public ROW permits d) Traffic control measures e) Acceptance of public improvements f) Maintenance responsibility of public streets 10) Review of the Grading Permit (3 min) a) Type 2 Standard Conditions. b) Grading Ordinance c) Special Conditions 11) Any changes in the design must go through Engineering Staff 12) As-builts are required (2 min); 13) Open meeting up for questions (4 min): 14) Submit fees & issue permit (3 min): 15) Adjourn...............................................................