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"'. r • r July 25, 2012 Town of Oro Valley Rosevelt Arellano, Planner 11000 North La Canada Drive Oro Valley, Arizona 85737 Re: Ali Residence J U L 2 6 20 j2 Lot 404, Stone Canyon 1261 West Tortolita Mountain Circle Oro Valley, Arizona RAI #11-11 Ali Residence — Minor Plat Revision — No -build change for Stone Canyon VII, Lot 404, 1261 West Tortolita Mountain Circle, APN: 219-06-1710, OV 1212-004 Mr. Arellano, Please find attached three (3) 24" x 36" black line plans and three (3) 11" x 17" plans for the above referenced project. The following is a detailed response to your comments. • Provide a note stating that the total gradable area is 20,000 square feet for house pads and accessory uses, excluding driveways and utilities per Note No. 25 of the Final Plat. Response: Provided Note 25 from Final Plat that Grading Area is 20,000 s.f. for house pads and accessory uses, excluding Driveways and Utilities as requested. • Please revise the proposed gradable area located within the 25% or greater sloped area to meet one of the two following provisions (See Criterion No's 4 and 5 of the Rancho Vistoso Hillside District and Grading requirements): o Subsequent to submitting a Type 1 Grading Permit, the Planning and Zoning Administrator may allow an encroachment of up to 5% of the gradable area to be within the 25% or greater sloped area. o The Town Council may approve an encroachment of up to 10% of the gradable area to be within the 25% or greater sloped area. Response: Revised encroachment to be at 8% of buildable area within the 25% or greater sloped area. Also provided more no -build tradeout against the initial provided. • On a separate drawing, please show the proposed buildable area in relations to the portions of the property consisting of slopes25% or greater as shown on the attached Final Plat. In addition, please provide the percentage of the allowable gradable area (20,000 s.f.) to be located within the 25% or greater sloped area. Response: Created Sheet N62 to provide proposed new buildable total area in relation to the 25% slopes or greater as shown on the attached Final Plat. Also provided the 20,000 s.f. grading area info located within the proposed building area and percentage as f requested by you. rohinette architects, inc. 1 670 east river road, suite 1 12. tucson, arizona 8571 8 (520) 323-3978 fax (520) 888-551 8 vv\niw. robinettearchitect. corn • Identify the 18' wide Public Utility, Common Access and Private Sewer easement located along the southern property line. Response: Identified the 18' wide;Public Utility, Common Access, and Private Sewer Easement located along the southern property line. If you have any questions regarding this please let me know. Thank you, Robinette Architects, Inc. Troy White Project Manager RANCHO VISTOSO NEIGHBORHOOD 11 STONE CANYON VII - LOT 404 BOOK 61, PAGE 15 CODE CHECK Urban Zane: Oro Valley PAD Oro Valley Front Yard 30' Minimum Setbacks: Reor Yard 40' Sid, Yard 20' Stone Canyon Front Yard 30' Mmimam Setbacks: Rear Yard 40' Side Yard 20, LEGAL DESCRIPTION Lot 404 of Stone Canyon VII as rewrded in Book 61 of Maas and Plats at Pay. 15 in Pinta C.,nty Revorder's Offce. Tucson, Arzona. ADDRESS 1251 West Tortola Mountain Cock Ora Valley, An-. 85737 Tax Code {219-06-1710 EXISTING NO BUILD LINE TABLE LINE LENGTH BEARING ENBI 24.56' S4627'24"E EN82 66 22' S64'48'24'E EN63 60.20' S8424'09"E ENB4 28.24' S45'00'36 W ENB5A 5.65' S10'09'28'W ENB5B 74.29' S10-09'28'W EN86 51.60' S41'19 07"E EN07 35,5$ S07-35'50"E EN08 26.83' S2312'21"W EN89 44.72' S13'40'33'W EN61D 27,72' S53-37-31'E EN611A 21,07' S2916'04'E ENBIIB 950' S2916'04"E ENB12 5.26' N26-38'17-E EN913 12.89' N1633'44'W ENB14 32.91 N32'00'03'E EN815 34.57' N8013'WE END16 46.19' S82'41'48'E EN617 7.7r N76'30'321 EN818 88.23' S3620'11'E EN319 66.02' 1 S16-09'40'E PROFOSED NO BUILD LINE TABLE LINE LENGTHI BEARING PNB1 2206' S6814'13"W PN62 22.10' N50-34'58"W PNB3 20 32' N14'24 37"W PN64 22.25' N17-01.24"E PN55 25.65' N3525'34'E PNB6 9.57' N2720'47'E PN87 11.81' N26'25'11"W PN68 9 71' NC829'07'E PN89 258T Ni6'S4'02'E PN810 7.88' N71'51'G6"W PNBIl 1524' N0621'291 PNB12 8.65' S79'50'13'E PNB13 21.43 N55 ,6'53"E PNB14 32.52' 57322'S1"E PNB15 31.79' S66'08'11"E PNB16 15.19' S15'46'01'E PNO17 13.88- S33'06'45'E FNB'.8 9.85' N58'33'26"E PNB19 14.59' S65'S7'261 PH820 9 45' S3423'22'E PNB21 14 78' 56432'OB"E PN622 14.61' S19'43'58"E PNE23 9,39' S19'39'06"E PN824 56T S37'59'10"W PN825 28.04' S35U'51'E PNB26 23.17' S79'46'30'E LEGEND TOTAL ADDED TO BUILDABLE AREA = 3.2701 50 FT 36,647 / 3.270 = 8% ® 25% SLOPES OR GREATER TOTAL REMOVED FROM BUILDABLE AREA = BLS Q. FT 36,647 / 8,580 - 23% ® 25% SLOPES OR GREATER - EXISTING ND -BUILD LIMIT - - PROPOSED NO -BUILD LIIAIT 110' EXISTING SAGUARO (& HEIGHT) TO BE RELOCATED EXISTING SAGUARO (& HEIGHT) TO BE PRESERVED IN PLACE EXISTING SAGUARO OUTSIDE BUILDABLE AREA EXISTING AMOUNT OF BUILDABLE AREA= 36,6471 SO, FT, PROPOSED AMOUNT OF BUILDABLE AREA= 31,3371 SQ. FT. PER FINAL PLAT NOTE 25. GRADING ON LOTS SHALL BE RESTRICTED TO 20,000 SO. FT. FOR HOUSE PADS AND ACCESSORY USES, EXCLUDING DRIVEWAYS AND UTIUT.ES: OTHERWISE GRADING SHALL BE LIMITED TO ROADWAYS, DRIVEWAYS, AND UTILITY INSTALLATION. AREAS OUTSIDE THE BUILDING ENVELOPE SHALL BE RECORDED AS PERMANENT OPEN SPACE. THE BUILDING ENVELOPE SHALL BE STAKED AND INSPECTED BY SENIOR ZONING INSPECTOR PRIOR TO GRADING. IMF: Af Lid f 3 U g5zoy z Y 23 6 �� - ----a 1 0- 3}If (�sip; ca � _ 1 \_. 2��` - SF g YARD J� �+ ,I .rio ' -__ `�� _J U zz Gs. kz It r _ i ,.. g ' -x.317 6-_�.l��m�o ---- Lot 405 EXISSTLNG IS -�_CNe I\ It :_.i194.6 N4 UIL.D UMT 1 [NB 8 - Eu@t - - _ - f REMOVE FROM BUILDABIE _ e C a \.. / 1 1 CIAUEri 3155.8 1 ' �!' o -f 20 G /� y`71 sl e� OY�arA -7 t m '3)6D 7 �:„e. Lot 404 . 0 4Ne f \\ t i - ° B i 76170 S.F a '..�3. i. W m 1.149 Aaree •s�C, 1/ 1 ,� t �` 41, 5UNIT / -- - - - _ t+ ]Z C w; ot39 > m3? -�i 15 L/ NO 1ADD Tq( / uMI^ 4 But @ate - �f ' „ m \ U ..\. U PROPOSEDX'.<,270 SO. /yFgD. .`tapGK '.,S`y q3 i. ]6" '. l t o J (\/j .,. ,. i 1 (( k / R 99. SiY 20 .032� _ S C mmon /Q III '•, I1 I \_ /^ `�I \�_:; '� n•�t - .�,_ �'' - I �� _ ]a9.. ' R 1766Y 1. - \ ♦ •� \ FN__ \ \ = _.. = f- 7 e 19.35m1 ...'PROPOSED NO BUILD TRADE AREA \-� FB0N7 YARDSE78A \c _ REVISIONS BY / \ ;( 3.1?6.Ei. N7_SETBACK \_ - "31243 • q e.37t6'24" . / TAW - L.129 55' ciaR`NR Eo I V 1 x JULY 25TH, 2012 Site Plan NB1, F 1" = 3D-D AIDRTH I OF 2 BME i RANCHO VISTOSO NEIGHBORHOOD 11 STONE CANYON VII - LOT 404 BOOK 61, PAGE 15 CODE CHECK Urban Zone: Oro Valley PAD Ora Valley Front Yard 30' M,mmum Setbacks. Reor Yard 40' sde,am 20' scone Conyon Front Yard 30' Minimum Setback,: Rear Yard 40' S de "old 20' LEGAL DESCRIPTION Lot 404 nf Stone Cony- VII a, recorded 'n Book 51 of Maps and Plats al Page 15 in Pima Coanly Ra der's Offce, Tucson, Arizona. ADDRESS 1261 West Tortolila M... Un Circle Oro Valley, Hl_. 85737 T.R Code f219-06-1710 EXISTING NO BUILD LINE TABLE LINE LENGTH BEARING ENBI 24.56' S46'2724"E ENB2 66.22' S6448'24'E ENB3 6020' S84'2409'E ENB4 28 24' S45'00'36"W EN65A 5.65 SW'D9'28'W ENB5B 74.29' S10-09'28'W ENB6 51.60' 54119'0TE ENB7 35.54' 507'35'50"E ENB8 26.83' S2312.21"W ENO9 44.7 " 2 S13'40 33 W ENBIO 27.72' S53'37'31"E ENB11A 21.Or 52916'04"E EN'B71B 9.50' 52916'04"E ENB12 5.20' N26-38-17"E EN813 12.89' N16'33'44"'W EKB14 32.91' N32'00'03"E ENB15 34.57' N8013-15"E EN816 46.19' S82-41'48'E EN817 7.77' N76'30'32'E EN618 88.23' S3620'11"E ENB19 66.02' S1609'40"E PROPOSED NO BUILD LINE TABLE UNL LENGTH BEARING PNB1 22.06' S6814'13"W PNB2 22.10' N50'34'58"W PN83 20 32' NI424'37"W PNB4 22.25' N17'01'24"E PN85 25.65' N3:25-34"E PNB6 9.57' N2720-47"E PNB7 11,81' N26'25'11"W PN88 9 71' N08'29'07"E PN39 2587' N16-54-02"E PNO10 788' N71'51'06'W PN311 15.24' N0621-29"E PNB12 B 65' S79'50'13"E PN313 21.43' N5556'53'E PN814 32 52' S73'22'51"E PNB15 3179' S56T18'11'E PN916 15.19' S15'46'01"E PN317 1 1388' S33'06'45"E PNB;B 9.85' N58'33'26'E PNBI9 14.59' S65'57'26'E PN520 9 45' S3423'22"E PNB21 14.78• S64'32'08"E PNB22 1481' S19-4358"E PN923 9 39' S19'39'06'E PN824 5.67' S37'5910"W PN025 28 04' S35-56.51"E PN826 23.17' 579'46'30"E LEGEND ® TOTAL PROPOSED BUILDABLE AREA TOTAL PERCENTAGE AREA OF RESIDENCE 17,300/3,261 = 18% ® GRADING AREA OF THE RESIDENCE IN NEW PROPOSED BUILDABLE AREA 0 25% SLOPE. - EXISTING NO -BUILD LIMIT - - PROPOSED NO -BUILD LIMIT - - -U- - PROPOSED GRADING LIMIT 110' EXISTING SAGUARO (& HEIGHT) TO BE RELOCATED 10' EXISTING SAGUARO (& HEIGHT) TO BE PRESERVED IN PLACE y EXISTING SAGUARO OUTSIDE BUILDABLE AREA EXISTING AMOUNT OF BUILDABLE AREA= 36.647i SO. FT. PROPOSED AMOUNT OF BUILDABLE AREA= 31,3373 SO, FT, TOTAL GRADING AREA = 20,617 EXCLUDING DRIVEWAY & UTILITIES -3,317 TOTAL GRADING AREA = 17,3UO PER FINAL PLAT NOTE 25: GRADING ON LOTS SHALL BE RESTRICTED TO 20,000 SO. FT. FOR HOUSE PADS AND ACCESSORY USES, EXCLUDING DRIVEWAYS AND UTLITiES: OTHERPASE GRADING SMALL BE LIMITED TO ROADWAYS, DRIVEWAYS, AND UTILITY INSTALLATION. AREAS OUTSIDE THE BUILD14G ENVELOPE SHALL BE RECORDED AS PERMANENT OPEN SPACE. THE BUILDING ENVELOPE SHALL BE STAKED AND INSPECTED BY SENIOR ZONING INSPECTOR PRIOR TO GRADING. 3'yf.` ,yam • , C 1 ,'\ - �. •� '-\�=r' -',tom /� �. }� glUl�so,yzo��23 6 � U20- 70 \\ p s \ -lam i \`�` �:: f �rd -A= y ago o� s = x 317 6 <leyc e, \ \. x i exysnN 1 �194 6 1 NU BUItb > , ;.cNe-ts eNe� - k17 1 t LlI w' \' - I I 3t9% 3 \ 3y,5 :F c a 3155.8 a -. 35 It cote OnY W 1 l � ti - a 1 . H )2✓ \ DAUcR `\ 5 i , n - F , .: �' ,, `, '..-..- `;.. �-.:�<,' • : ,:., , ,. _ .- �.i�\� , ,., :\ \ .,�` .aims 1 .,nZ E 3160.7 . N 1 z� _ ., f � e l Lot ' 3.261 BO.Fr.- ; "/ - TI G;INGI Ti / 1� +a K ; �33_ \-PROPOSEUR('/ptr4�Wi ,. NO -BUILD.^ n / - 1 Il --_- �.� \�. ✓ b y �. y� .��'. � r x 31 5.6ID \ I, '--i- P t Camrnon Area I \ kW.. 1 �. ��- fN ' (/- / e w353r� 9 �\ ✓_ PROPOSED NO -BUILD / TRADE l - REVr£IONB AREA BV 7-- Y` R� __126 NT52•W_- y. �aty y-1Ji7t� x \ �V 1 �11 \ 1l 2M.5 ! 1�-124.3 oTAWN \ 371s24 )\ 31251 L-128 s �-- \� / / CHECKeo - '�� -�- I L / RWR _ r �% � `... - - ' - ,l _11.! .•\ �� � � \ Y. 104..:5March 1s4 2072 JOB NO. ... ._\._ �.. �\ \7\\ ..,.. \:.\ \\ � I ✓i.- \ /' r/.AY 1 -. I UHIET I Site Plan - ,-„ANORTH NB2i-9 i 30 0 2 2 "'bt/NDED 1� APPLICATION FORM OV Case # (Office Use Only): TOWN OF ORO VALLEY, PLANNING AND 11000 N. LA CANADA DRIVE, ORO VALLEY PHONE: (520) 229-4800 FAX: (520) 742-1( www.townoforovalleV.com ovl21Z-o Application Type: Minor Plat Change — No -Build Revision A. Project Manager/Developer DFE IN' MAR 7 20i iL $ wn of Ciro Name: Paul Oland Firm: The WLB Group, Inc. Address: 4444 E. Broadway City: Tucson State: AZ Zip: 85711 Telephone: 520-881-7480 Fax: 520-881-7492 Email: gpoland(d)_wlbgroup.com B. Property Owner (s), if more than one owner, attach list Name: Amiad Jaan & Jeanette Gwen Ali Firm: Address: 913 Dakota Drive City: Castle Rock State: CO Zip: 80108-8239 Telephone: Fax: Email: C. Subject Property Parcel/Tax Code: 219-06-1710 Legal Description/Property Address: Stone VII, Lot 404 —1261 W. Tortolita Mountain Circle Area of property: Approximately 1.75 Acres Existing Zoning: PAD Proposed Zoning: PAD Is Proposed Zoning in conformance with General Plan designation? [ ] NIA [X ] Yes [ ] No General Plan Designation: Existing Land Use: , Vacant Proposed Land Use: Residential D. Previous Applications Relating To This Property Z IDOODA OV8- OV9- OV10- OV11- OV12- 03-34 OV13- E. Reason For Request No Build Revision This application is true and correct to the best of my knowledge. I am the owner of the above described property or have been authorized by the owner to make this application. 315/12 Date Signature September 6, 2012 Mr. David Williamson Chief Planning Director of Oro Valley 11000 North La Canada Drive Oro Valley, Arizona 85737 Re: Ali Residence Lot 404, Stone Canyon 1261 West Tortolita Mountain Circle Oro Valley, Arizona Dear David, Thank you very much for your help and assistance in making the meeting with the Town's Council a success. Both you and Rosevelt Arellano helped to make the process manageable. appreciate your assistance very much. Sincer iyau' r R ; INETTE CHIT CTS, INC. Ronald W. Robinette President RWR/ddr CC: File Via: US Mail robinette c-Irch>titects, inc. 1 670 east river road, suite 1 12, tucson, arizona 85718 (520) 323-3979 fax (520) 888-5518 www. robinettearchitect. com 0 Q0 4pp_LEY g 9j2O29 FUNDED 19�d Development and Infrastructure Services August 23, 2012 Ronald Robinette 1670 E. River Road, Suite 112 Tucson, AZ 85718 RE: Minor Plat Revision — No -build change for Stone Canyon VII, Lot 404, 1261 W. Tortolita Mountain Circle, APN: 219-06-1710, OV1212-004. Dear Ron: Thank you for submitting a Minor Plat Revisions for Lot 404 in Stone Canyon, Rancho Vistoso, Neighborhood 11. Based on your submittal, staff offers the following comments to be addressed for a final approval after the September 5ch Town Council Meeting: 1. Engineering Comments dated August 20, 2012. Please do not hesitate to contact me if you have any questions or concerns. Sincerely, Q. U&_ Rosevelt Arellano Planner Cc: Troy White OV Development Technicians File Encl: Engineering Comments 00 JPLIEY gR,2029 t, 11'00,VDED 1gl" Development and Infrastructure Services August 6, 2012 Ronald Robinette 1670 E. River Road, Suite 112 Tucson, AZ 85718 RE: Minor Plat Revision — No -build change for Stone Canyon VII, Lot 404, 1261 W. Tortolita Mountain Circle, APN: 219- 0E-1710, OV1212-004. Dear Ron: Thank you for submitting a Minor Plat Revisions for Lot 404 in Stone Canyon, Rancho Vistoso, Neighborhood 11. Based on your submittal staff offers the following comments to be addressed on mylar paper after an approval by the Town Council and prior to recordation: Under the Legend, please revise the total buildable area calculations as follows: a. Total area added to buildable area: 3,270/36,647 = 8.9% b. Total area removed from buildable area: 8,580/36,647 = 23.4% 2. This application has been scheduled for the September 5, 2012, Town Council meeting to determine whether an encroachment of up to 10% of the gradable area can be located within the 25% or greater sloped area as designated by the Rancho Vistoso PAD. 3. Engineering Comments dated 7/20/12. Please do not hesitate to contact me if you have any questions or concerns. Sincerely, Q. U Rosevelt Arellano Planner Cc: Troy White OV Development Technicians File Encl: Engineering Comments DaF�ge NDTTs, I. TE OIOp AREA O� LOTxNjFRE�A _I N.11 AOR1 PRIVATE snlc[a ICU L+CN ARCH 'A7 l 'A= i Rmt 04n IOIQN��AttRESIDENTIAL (101 NC: Y PAO-100UFF -� MC 1 TTWAAggAA . MANNNAr Or RI[SIO AA NUQLL U}tFFM - IN Bpry E S1 YYARf L1 R U�ImTS PxfE ILKIRAIEIFn IM1 04W IZ L MAXIMUM FOR ITTEU OUDOOO HEIGHT 12 57, IN0 M STOOM L MINIMUM LOT SM IS 43.5110 SL rTT AVERAGE LED SIX If 77.1101 SIX M 7. AnLDINO SEMAOI PROVISIONS FROKT JO FELT n LD'r T L PAIOOM 104[f!W _ TO TQT . L WWII IF PRIVATE silaiA US le. IL ALL STREI71 AND iVOIS ME PXIVAX rL aIAINA%Mill NOt EC ALTO M OUILMm OR OSS M ;NO NITTWY M APPROVAL Or M Om li M4li7�Qi0MN �Mn�QL �T iK AMiA1 PITON M 100-NEVI ROm MWN LIMO E!R®1T M AURA MOOT IS SLYEST m FIDmIM ARCM A 100-NEAP IIRpJpICV RLm AW ALL PPU IN 0 yALRO°euY Pao N9UtL W Cim m USES TU.T AID COPAnEIl MITI M APMUCML 10 11 STOW VA= UTWUSI. SM A L E OWLAM AM AIAIy MANTRAP DU`M I M. 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AMEMAOIT INAi E rnIIPAET[ Pea m THE Itswce K MOTE IMAM AUX OF M AMINO PORWn AUR TNH ►RAT: TIE OEA4OP[R SIIAAL MnrT INC I N A OW VVA�L�TmWIIRI1�f IX BLIEu OUT Is MMOAOOM n' ve FROM AITK TOO! 11NOM®e A TAN I IO ONO IV �rttOI r 1m7 4K 4t15 TMii4 � U1a�Mm, At7-M A57-ASL NLL OT L 46L SL MaRawe LAM PROncram SHIM WIMN PRIVATE IBM SNAL IN M MPOMSIOUDENTY OF GIMMYIOML X MRIOIYO 1>•KIaS55 (SE TPCµ I.OT ETAL ON SHEET s Or O) SN" E M UNITS OF 01AOM A0 WT ME F1 �1D MAOnD TD REMM 11OOFTCOAONr �WMETTAnOL ROCK J/TC RO"IX'.7 "//OR RANK PR�OTTTEC{TTIOON. �I& 41"1211'E, O21�LL i LLN'PRAMO g M 7�OM1 aoIIOFR 91ALLµE TIE Mk%.4%u X ALL K fllTElO W IOn WTON STELE CANNON NI SNAIL E INFORMED OF M PIESDICE AM ,ACnVTTT a TE LA OHOlA ARPARR, AL PRVAW NAPOAT LOCATED SOUTH OF FRLSL S_ MRLDLJ:Ef:OMyymAMI OPRWEASCIMo1LLTNAAEry1OVYE�ARE4�S AlaO9i lP ClNFfl1 IVECI�2Ol ENT PLAT IT O THE NTENT ]L OF ORo YAflof r,rl,=m,SjCT 011 PARCEL SIGN WILL IN DONE WITMO N M VR TnX APPROVAL a 1) X�ttREOARED4NlNmXIPE;1WNrAliDO 111 �KNA�mLTRASH FINE 11iW xoReam E) REPLACE ANY DIAD PLANT MAIOUAU-WMM 00 OAVS MM ) MAINTAIN 1THE TIOUDAIITCH SMWM INPROM WORKING ORDW PRIOR 1D WIOUSn OIC OOISi1DN,'R 1MA1011AL ARAVING ON A {�O{nOl n.0 NDN SNAL E AVA[WLE APPROVALS I kRi4.VNn E. Gw[.11w CIYAL - CLERK OF THE TOWN OF ORD VALLEY, HEREBY TIFY THAT THIS PL' WAS APPROVED BY THE MAYOR AND COUNCIL OF THE TOWN OF ORD VALLEY ON THE 1 DAY OF 20a&, + 1DTlQiOP ATE o e ATE I,6-d GATE _ DATE WATIA lufi11+y DArlAA•oR ASSURANCES ASSURANCES IN THE FORM OF A TNIRD--ARTY TRUST JIFROM FIRST AMERIUNDER TRUST NO. 9055 AS RECORDED I,CAN INSURANM COMPANY ?ACE,15 U EN' PROVIDEDtt IMPROVTEE EMENTS `ELECTRIC. TEIFPHONACE AND MEET E OA SE AND WATER) IN THIS BE �_4 MAYOR, TOWN OF ORO VALLEY ASSURANCES IN THE FORM OF A BOND FROM IN THE AMOUNT OF S HAVE BEEN PROVIDED TO OUARA:Nm THAT LADS APINC�DATION WILL BE INSTALLED IN ACCORDANCE WITH THE APPROVED LANDSCAPE PLANS. ASSURANCES IN THE FORM OF A BOND FROM IN ME AMOUNT OF S GUARANTEE THE SOON IN M£ EVENT THE PROJECT IS ABANDONED. MATER ADEQUACY A CERTIFICATION OF ASSURED WATER SUPPLY HAS BEEN MCEIVED FROM ME DIRECTOR OF WATER RESOURCES. Br. 'f 6 6 WATER TIUTY DIRECTGL D TEG Ylp Nd 04lA! Y(l sRE TN'/ d M m7dNdL Ot(,ajRIA ANNOTATED COPY CERTIFICATION I HEREBY CERTIFY'THAT THE BOUNDARY SURVEY SHOWN! ON THIS PLAT WAS PERFORMED UNDER MY DIRECTION AND THAT ALL EXISTING AHD/OR PROPOSED SURVEY MONUMENTS AND MARKERS SHOWN ARE CORRECTLY DESCRIBED. I FURTHER CERTIFY MAT THIS PLAT WAStPREPARED MY DIRECTION. JACK A. AN I' I I iUR1HER CERTIFY THAT THIS PLAT WAS PREPAAEI, UNDER IIY DIRECTION AND THAT THE 100-TEAR FLOOD PRONE UNITS OR EROSION NAZA30 SETBACKS NOTED WERE REYIEWIiD AND SHOWN UNDER NY DIREC ON. PUT e �OUT� ti NL eOLDIM ENVELOPES AND Oft p I ACCESS tP yYO[1WWNN DN A FRELIIIHHMT YIe. [uCTIDCAMN WELL E DET[HAAPRDATTNE TIME OFOMOINO FERMI Ap/ZJCAT ION. AL A EO TECHNICAL ENG E" OR TSLW RQRESIXTAnVl1 SMALL OOSOIV`` 7NEC FCOTIM EXCAVATION FOR 40/ HOME SITE PRIOR 7D ITT PUCCIIENT OF REIFORCINO STEEL AND CONCP[TE NS THE FINAL PUT FOR THIS PROJECT SHAtLNOr EEIECOROEO UNTIL SLOHTIME TIIATTHIE I-ZOEvarER WRASTRUCME R *M= TO OEM MS SITE IS COISTRUCTEO.On DMOS ME POSTED TO ASSURE SUCH. GENERAL NOTES CONT. It. LOWER SPEED LIMITS WILL BE POSTED MNERE CENTERLINE CIARVE RAOIL ME LESS THAN TLI FEET AM TPO WM1L E R6LF.CT£D W INFROVEYFJIT PU/IS AS. ALL COMMONS OFOVOA-OI-OS, WITH THE EMOTION M CONDITION. NA4.C, APPLY TO THIS FINAL PLAT. EERWa..NNG PNHM,NYHG s.....rR WBoup� n...A AHRnN (acTl ael_T.N L STATE LAND I TTA1[ LAND STATC LAM PIMA COUNTY N DEDICATION T-11-S, 0. k S. R. M. TOWN OF ORO VALLEY. PIMA COUNTY, ARIZAINA VEL THE INDERMCRED, HEM WARRANT THAT YE ARE ALL AND THE ¢aT PARTIES HAVING I'NY Fifties TITLE INTEREST IN TIE LAND SHDNN ON TMS PLAT AND TE OR@]R TO THE SUMIVISOA OF SAID LAND IN THE WRW.. SIM HUEON E THE UOERSICED, OUR SUCCESSORS ND ASSIONS, 00 I W SAVE I E TORN OF OW VAUET, ITS SUCC SSCRS AND ASSIGNS, IMID8 EMPLOYEES, OFFIWR% Me AGENTS HAIRLESS FROM ANY NO ALL CLAIMS FOR DINARS RELATED TO THE USE OF SAID LAM NOW AM IN THE FUTURE BY REASON N, OF FLMDIKC FLOWAGE, EROSION. OR DAMAGE CAUSED BY IFAIER IREnER SURFACE ROOD CR RAINFALL - IT IS FUTIHE7t IRDOtSTDC 1 AND AORFT THAT NATURAL DRAINAGE SHALL NOT BE ALMM DISIUIDED DR OBSTRUCTED DONOR TITAN AS SHUN I MON InMUT TEE A ITIETI N'PROYAL O TIE TONN OF OD VALLEY TOWN COUNCIL WE HEREBY CONV-.! TO THE TDNN OF ORO VAULT AND ALL UTILITY CMAMM USEIROS AS SOIN HEREON FOR THE PURPOSE OF ACCM INSTALLATION NO V.UMTENAMCE OF UTILITIES NO OVEN I'M AS DESIGNATED BY TRNS PLAT. PRIVATE STREETS (MGM AREA AT, OPEN SPACE, PRIVATE MOM NO DRAINAGE WAY% DIRMHALE AND SURE E mom AS SNOAY HEREXIL ARE RESERVED FUR M MUTATE USE NO CUNVDIIEMCE OF ALL UN IM Or PRHft-n. Y IWnON THIS SIBDLVISICK THEIR GUESTS AND IMAM MOM AREA 'AYPRryAE STREETS) IS GEMMED AS M EA974NT 10 ALL PUBIC AND PRIVATE LMUTY COMPANIES FOR M PURP(M OF ACLL•55, 116TAlLAnON APO MINIDWKE OF UDERGGGIHA UT ILITIES NO NEW CHEI EM LINES SNAIL BE USD. TITLE TO THE LAND OF All CTNLNCH AREA A SMALL RE VESTED IN AN ASSOCIATION OFINDIVIDUAL EDT 0110M AS ESTABLISHED BY COVBIANTS, CO OMO S AND RESIDCTIONS RECORDED IN DOCKET AT PAZ IN VIE OFFICE OF THE PIMA COUNTY RECOFDUL EACH AM MY LDT OMEN WI1MR THIS SUBDIVISION-SWrff A IIF7it' nY THE ASSOCIATION, MNILH WILL ACCEPT All RE7, MISTUTY M THE CD I RQ. WAIKIOWM SALTY ND LIABILITY OF ALL CNYON NEAS. OPEN SPACE CUM ADC SS DRIVES, DRAIN WE AID S.NE EASEMIUM PRIVATE 57R= PRIVATE SEWERS AND PRIVATE SERER EMMENTS WITHIN MIS SUBDIVISION AS SHDYN HIEIECK FIRST AMERICAN TITLE INSURANCE COMPANY, A CALIFORNIA CORPORATION, UNDER TRUST NO. 9D53 TOWN OF ORO VALLEY ONLY, D f OT IN A PO iE CAPACITY. yY;— ' e PROJ#:OV1203-34 RENEFICIA111% DATE STONE CANYON ZONE: SEE NOSE 2 L.L.C. 1211 W WARa RD. f09 Adm. Address: TE MPE. ARIZONA 6..2B4 ILW W. TORTOUTA MOUNTAIN O STATE OF ARIZONA ) ))$$ cowPTY OF PIMA THE FOLEOOIN INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS DATE =- 1-OLD BY t-, IS*- -aNWOFFICER_T FIRST AMERI TITLE INSURANCE COMPANY. A CALIFORNIA CORPORATI ON 8E}IALF,OF THECOR RATIONINS 7ZA7oZjEr__C_ON, j, ROE/�lt/ja:,lF OTARY Pus .MIL MY COMMISSION EXPIRES: . MA gOUMTT f` FINAL PLAT FOR STONE CANYON VII RANCHO VISTOSO NEIGHBORHOOD It LOTS 404 THRU 485 & COMMON AREA A BEING PORTION OF SECTION 14 T.11S., R.13E.. G. k S.R.M., MM OF ORO VALLEY, PIMA COUNTY, ARIZONA REV. JAN. 13. 2006 DECEMSER, 2005 1 0%12-03-34 SCALE: AS NOTED 18505D—A-31N-0105 SHEET 1 OF 19 ANNOTATED CORY11 Permitted Uses Include Governmental offices Post Office Library Museum Art Gallery Restaurants Community commercial uses Amphitheatre Offices Maximum of 300 residential units at a maximum of 21 RAC Churches Hotel /conference center Recreational facilities The Town Center is proposed to be a pedestrian -oriented space with public plazas and parking located on the periphery as shown on the accompanying illustratives. J. Hillside District and Grading The purpose of the Hillside District, together with the Grading Design Standards, is to protect the mountains and hillsides in Rancho Vistoso. In combination, these documents are intended to accommodate development on the hillsides while protecting the area's natural character, resources and aesthetic value. They also encourage innovative hillside development while minimizing hillside disturbance and potential problems. The Rancho Vistoso site is characterized by a variety of slopes. Slopes range from gentle (less than 2%) in Big Wash to extremely steep (25% or greater) in the foothills of the Tortolita Mountains. The area has been analyzed and considered for development suitability. Those areas with slopes of 25 percent or greater are unsuitable for development and will be set aside as Hillside District Area as shown on the Hillside District Map. All of the area included within the Hillside District is also designated as Hillside Conservation Area and the land shall be set aside for the conservation of permanent natural space. Development in areas with slopes of less than 25 percent shall be subject to the requirements set forth in Grading Design Standards for Rancho Vistoso, found in Volume B. The Grading Design Standards provide direction for grading design in order to reduce the visual impact of excavation and make the final graded land form and development appear natural. Grading is the mechanical modification and sculpturing of the existing land surface to create special topographic features, or to solve visual and technical problems associated with development. The Grading Design Standards include guidelines which have been prepared to illustrate desirable approaches to grading and contain standards for design and construction of slopes, terracing, stabilization methods, dust control, drainage and revegetation. 102 Development in areas in Rancho Vistoso PAD that have naturally occurring slopes 25% and greater is generally prohibited, but limited encroachment may be allowed under the following criteria: 1. Encroachment is allowed, without a trade, in sloped areas 25% or greater that are less than 6 feet vertical from toe to top of edge, and are less than or equal to thirty (30) feet in any horizontal direction. 2. Encroachment is allowed, without a trade, in rock outcrops of no greater than ten (10) feet high and ten (10) feet in any horizontal direction. 3. Encroachment is allowed, without a trade, for a roadway if no economically feasible alternative route exists or the road is shown on the Rancho Vistoso PAD map. 4. Minor encroachments of up to 5% of the gradable area are allowed, with a trade area, by Planning and Zoning Administrator approval during the review of Type 1 grading permits. 5. Minor encroachments of up to 10% of the gradable area are allowed, with a trade area, for development plans with Town Council approval. Minor encroachments up to 5% of the gradable area may be allowed in new subdivisions, provided a mitigation plan as required per this policy is provided. 7. No such encroachment is allowed into areas that are designated as open space in the PAD. S. No such encroachment is allowed if the encroachment would violate other provisions of the Planned Area Development or Zoning Code. 9. Trade areas required to offset encroachments into 25% and greater sloped areas must be at least a 1:1 ratio, and they must contain "meaningful' open space. Meaningful open space may be defined as, among other criteria, open space that reduces fragmentation, has recreational value, improves overall subdivision design, or creates buffers along environmentally sensitive areas. 10. All encroachment into 25% or greater sloped areas must be mitigated to reduce the visual impacts of the encroachment. Landscaping used to reduce the visual impact shall include understory vegetation and reseeding to mimic the natural environment. 11. This policy applies only to areas with slopes 25% and greater and does not apply to any other open space encroachment and/or trades. (Ord. 02-18) 103 F. ANN RODRIGI RECORDER Racotded By: F 1�yoF PIryI9�0 DEPUTY RECORDER 4902 � SOROV TOWN OF ORO VALLEY 11000 N LA CANADA DR R zo'�4 ORO VALLEY AZ 85737 OPOJPyLEY AR/20_7 a <; bVNDED Ay1 A SEQUENCE: NO. PAGES: MISC MAIL AMOUNT PAID: Development and Infrastructure Services MINOR PLAT CHANGE 20123000489 8 10/26/2012 15:08 Re: Case Number OV1212-04, Rancho Vistoso Neighborhood 11, Stone Canyon VII, Revised No -Build Area and Revised Buildable Area on Lot 404 $9.50 The existing no -build line shown on the final plat for Lot 404 (Book 61, Page 15, Sheet 3 of 19) has been abandoned and revised as shown on the attached exhibit. The existing buildable area line shown on the final plat for Lot 404 (Book 61, Page 15, Sheet 3 of 19) has been revised as shown on the attached exhibit. The minor plat change has been administratively approved. David Laws, P.E. Permitting Division Manager David A. Williams, AICP Planning Division Manager D �S l Z Date Id 8' `-z- Date DATE: October 11, 2012 TO: Pima County Recorder's Office Recording Division P.O. Box 3145 Tucson, AZ 85702-3145 FROM: Town of Oro Valley Rosevelt Arellano 229-4817 DIS Department REGARDING: Request for recording Please record the attached Minor Plat Change and charge the recording fees to account #23446. We request that the recorded documents and receipt of recording be returned to the Town of Oro Valley. Arrow Land Survey, Inc. 3121 E. Kleindale Road Tucson, Arizona 85716 Phone (520) 881-2155 Fax: (520) 881-2466 LEGAL DESCRIPTION JOB NO.12079 August 8, 2012 Lot 404 No -Build Abandonment No -Build Area to be abandoned from Lot 404 of Rancho Vistoso Neighborhood 11, Stone Canyon Estates VI1, as recorded in Book 61 of Maps and Plats at Page 15, Pima County, Arizona described as follows: Commencing at the southwesterly most corner of said Lot 404 of Rancho Vistoso Neighborhood 11, Stone Canyon Estates VII, as recorded in Book 61 of Maps and Plats at Page 15, Pima County, Arizona; Thence North 26*38'17" East, upon the westerly line of said Lot 404, a distance of 295.99 feet; Thence South 29' 16'04" East a distance of 17.65 feet to the POINT OF BEGINNING; Thence continue South 29° 16'04" East a distance of 12.92 feet; Thence South 53°37'31" East a distance of 27.72 feet; Thence South 13°40'33" West a distance of 44.72 feet; Thence South 23'12'21" West a distance of 26.83 feet; - - Thence South 07°35'50" East a distance of 35.54 feet; Thence South 41 ° 19'07" East a distance of 10.22 feet; Thence South 68°14'13" West a distance of 22.06 feet; Thence North 50°34'58" West a distance of 22.10 feet; Thence North 14°24'37" West a distance of 20.32 feet; Thence North 17'01'24" East a distance of 22.25 feet; Thence North 35°25'34" East a distance of 25.65 feet; Thence North 27°20'47" East a distance of 9.57 feet; Thence North 26'25'11" West a distance of 11.81 feet; S:\DWGS\2012 Projects\001-150\12079Wo build Removal.doc L, Thence North 08°29'07" East a distance of 9.71feet; Thence North 16°54'02" East a distance of 25.87 feet; Thence North 71 °51'06" West a distance of 7.88 feet; Thence North 06°21'29" East a distance of 15.24 feet to the POINT OF BEGINNING; Said area contains 3,373 square feet more or less as described. S:\DWGS\2012 Projects\001-150\12079\No build Removal.doc Arrow Land Survey, Inc. 3121 E. Kleindale Road Tucson, Arizona 85716 Phone (520) 881-2155 Fax: (520) 881-2466 LEGAL DESCRIPTION JOB NO. 12079 August 8, 2012 Lot 404 No -Build Area Addition No -Build Area to be added from Lot 404 of Rancho Vistoso Neighborhood 11, Stone Canyon Estates VII, as recorded in Book 61 of Maps and Plats at Page 15, Pima County, Arizona described as follows: Commencing at the easterly most corner of said Lot 404 of Rancho Vistoso Neighborhood 11, Stone Canyon Estates VII, as recorded in Book 61 of Maps and Plats at Page 15, Pima County, Arizona; Thence North 16°09'40" West, upon the easterly line of said Lot 404, a distance of 30.98 feet to the POINT OF BEGINNING; Thence continue North 16009'40" West, upon said easterly line, a distance of 81.14 feet to an angle point in said line; Thence North 36'20'11" West, upon said easterly line a distance of 88.23 feet; Thence South 76°30'32" West a distance of 7.77 feet; Thence North 82°41'48" West a distance of 46.19 feet; Thence South 80'13'15" West a distance of 34.57 feet; Thence South 32°00'03" West a distance of 32.91 feet to the westerly line of said Lot 404; Thence South 16°33'44" East, upon said line, a distance of 12.89 feet; Thence South 79050'13" East a distance of 8.65 feet; Thence North 55°56'53" East a distance of 21.43 feet; Thence South 73°22'51" East a distance of 32.52 feet; Thence South 66'08' 11 " East a distance of 31.79 feet; Thence South 15°46'01" East a distance of 15.19 feet; Thence South 33°06'45" East a distance of 13.88 feet; S:\DWGS\2012 Projects\001-150\12079\No build add.doc Thence North 58°33'26" East a distance of 9.85 feet; Thence South 65°57'26" East a distance of 14.59 feet; Thence South 34°23'22" East a distance of 9.45 feet; Thence South 64°32'08" East a distance of 14.78 feet; Thence South 19°43'58" East a distance of 14.81feet; Thence South 19°39'06" West a distance of 9.39 feet; Thence South 37°59'10" West a distance of 5.67 feet; Thence S 35°56'51" E a distance of 28.04 feet; Thence S 79°4630" E a distance of 23.00 feet to the POINT OF BEGINNING; Said area is 8,573 square feet more or less as described. S:\DWGS\2012 Projects\001-150\12079\No build add.doc 2 Stone Canyon VII — Lot 404 1261 N Tortolita Mountain Circle Proposed No -Build Area Trade OV1212-04 Engineering Comments, 2nd Submittal - Robinette Marvin Miller August 20, 2012 The Permitting Division Engineering Review staff has reviewed the second submittal of the proposed no -build area trade submitted by Robinette Architects, Inc. The proposed no -build trade has been conditionally approved. Comments have been provided below: General Comments Provide the complete final submittal package for recordation. Only a partial sealed legal description was submitted within this 2nd Submittal. The Legal Description for "Lot 404 No -Build Area Addition" was submitted and has been checked and approved by the Engineering Staff. The Legal Description for "Lot 404 Buildable Area Addition" was not submitted with this 2nd Submittal. This also needs to be generated and submitted to the Town of Oro Valley for review before recordation. JOV Minor Plat Change Checklist) If you have a.ny questions, please call Marvin Miller at (520) 229-4823. Eng-nba-02-robinette-condapvd--20120820 Stone Canyon VII — Lot 404 1261 N Tortolita Mountain Circle Proposed No -Build Area Trade OV1212-04 Engineering Comments, 1st Submittal - Robinette Marvin Miller August 3, 2012 The Permitting Division Engineering Review staff has reviewed the first submittal of the proposed no -build area trade submitted by Robinette Architects, Inc. The proposed no - build trade has been conditionally approved. Comments have been provided below: General Comments Please break -down the existing ENB6 line into EN136A and ENB613 on the Site Plan on Sheets NB1 and N132. Also, please make this same change with their corresponding metes and bounds information within the "Existing No Build Line Table" on Sheets NB1 and N132. Please refer to the redlines. [Town Zoning Code 22.9.E.2] 2. Please consolidate ENB5A and ENB5B metes and bounds information within the "Existing No Build Line Table" shown'on Sheets N131 and N132. Alternatively, do not make this change within the above mentioned table, but show ENB5A and ENB513 on the Site Plan on both of these sheets. It is only shown at ENB5 at this time. This will provide consistency between the data within the table(s) and the Site Plan data. [Town Zoning Code 22.9.E.2] 3. Provide the corrected final submittal package for recordation. This shall include sealed legal descriptions and closure calculations. (TOV Minor Plat Change Checklist) If you have any questions, please call Marvin Miller at (520) 229-4823. Eng-nba-0l-robin etle-condapvd-20120803 NOTICE OF PUBLIC HEARING Oro Valley Town Council The Town Council will hold a public hearing on Wednesday, June 20, 2012, 6 p.m. Oro Valley Town Hall, 11000 N. La Canada Dr. Oro Valley, Arizona Regarding a request for initiation of a Major General Plan amendment for a 39-acre property known as the Olson property, located on the north side of Moore Road approximately one-half mile east of La Canada Drive. Please note that this is a request to initiate a General Plan amendment only and that no land use decisions will be made at this meeting. If initiated by the Town Council, the applicant proposes to amend the General Plan future land use designation from Low -Density Residential (LDR; 1.3-2.0 du/ac) and OS (Open Space) to Medium Density Residential (MDR; 2.1-5.0 du/ac) to allow for the development of single-family residential homes. A full public participation and review process would be required, including at least two (2) neighborhood meetings, two (2) public hearings before the Planning & Zoning Commission, and a public hearing before the Town Council. You will receive additional notification of each of the aforementioned meetings. The meeting will be in the Town Council Chambers. The public is encouraged to attend and will be invited to speak. An agenda for this meeting will be made available at least 24 hours prior to meeting time and can be viewed at www.orovalleyaz.gov. For questions and additional information, please contact Matt Michels, Senior Planner, at (520) 229-4822 or mmichelsO-orovalleyaz.Qov Posted: 06/01 /2012 Time: 3:00 p.m. By: rmf H FILENAME \p FA2 DIV PLAN NING\INDIVIDUALS\MATT M\Olson Property GPA\P TC notice 060612.docL l2 z_ v L/ ' F. ANN RODRIGUEZ, RECORDE / RECEIPT OF RECORDING F. ANN RODRIGUEZ, RECORDER Recorded By: HR DEPUTY RECORDER 4902 SOROV TOWN OF ORO VALLEY 11000 N LA CANADA DR ORO VALLEY AZ 85737 F RANCHO VISTOSO NEIGHBORHOOD 11 STONE CAN L 404 T MINOR PLAT CHANGE MISCELLANEOUS T; I 11111111111111111111111111111111111111111 Hill 111111111111111 fill IIII SEQUENCE: 20123000489 W NO. PAGES: 11 �vA yF, 14 1 MISC 10/26/2012 9�tIZ01`ZQ' 15 : 0 8 MAIL AMOUNT PAID: $11.00 RECORDING FEES $6.00 CONVERSION FEE $4.00 POSTAGE $1.00 TOTAL $11.00 PREPAID DEBIT $11.00 AMOUNT DUE AMOUNT OVER Pima County Recorder, P.O. Box 3145, Tucson, AZ 85702-3145, (520) 740-4350 ]D MAR 7 2012 SUBSURFACE EXPLORATION A ' I I GEOTECHNICAL ENGINEERING RE ROM= Of Oro Valley STONE CANYON PHASE VII RANCHO VISTOSO SUBDIVISION ORO VALLEY, ARIZONA TERRACON PROJECT NO. 63045012 j FEBRUARY 11, 2004 Prepared for. WLB GROUP 4444 EAST BROADWAY BOULEVARD TUCSON, ARIZONA 85711 ATTN: MR. MARIO RAMIREZ 31130 ®LEG B. My J Prepared by: TERRACON 355 SOUTH EUCLID AVENUE, SUITE 107 TUCSON, ARIZONA 85719-6654 PHONE: 520-770-1789 FAX:520-792-2539 February 11, 2004 WLB Group 4444 East Broadway Boulevard Tucson, Arizona 85711 Attn: Mr. Mario Ramirez Irerracon 355 South Euclid, Suite 107 Tucson, Arizona 85719 (520) 770-1789 Fax: (520) 792.2539 Re: Subsurface Exploration and Geotechnical Engineering Report Stone Canyon Phase VII Rancho Vistoso Subdivision Oro Valley, Arizona Terracon Project No. 63045012 Dear Mr. Ramirez: Terracon has completed geotechnical engineering exploration for the proposed Stone Canyon Phase VII to be located in the Rancho Vistoso Subdivision in Oro Valley, Arizona. This study was performed in general accordance with our proposal number D63045004, dated January 5, 2004. The results of our engineering study, including the boring location diagram, laboratory II test results, test boring records, and the recommendations needed to aid in the design and construction of foundations and other geotechnical related phases of this p-oject are attached. Based upon the excavation characteristics, the near surface soils and rock appear relatively dense and are not anticipated to have significant hydro compaction or "collapse " potential. The soils encountered in all of the test pits and soil borings were somewhat shallow, and bedrock was encountered in all the explorations. The site soils exhibited low swell potential in a remolded and wetted state. In some areas the bedrock was excavatable with the use of a backhoe; in other areas we were only able to penetrate the bedrock to depths of 0.5 to 1 foot before encountering refusal, The;surficial soilS.encounte:r.ed consisted_: primariiy:.of_;gravel l.y-silty r sand with occasional cobbles and boulders. The exposed granite bedrock varies from i weathered to relatively intact. Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, we recommend the proposed structures be supported on spread footing foundations bearing directly on the dense native soils or rock, or engineered fill, if site grades are raised. A significant amount of oversized material will likely need to be removed from the native material excavated on the site prior to its use as engineered fill. Arizona 10 Arkansas ■ California N Colorado M Georgia ® Idaho ® Illinois ® Iowa ! Kansas IV Kentucky ® Minnesota ® Missouri Montana A Nebraska ® Nevada ® New Mexico ■ North Carolina ® Oklahoma ® Tennessee 10 Texas A Utah ® Wisconsin ® Wyoming Consulting Engineers & Scientists Since 1965 L,. www.lerracon.com Stone Canyon Phase VII Terracon Project No. 63045012 We expect that excavation conditions will vary throughout the site and that the near - surface bedrock may be rippable with large ripping equipment in most areas. However, j some areas of relatively intact bedrock, and deeper cuts in rock will most likely require some drilling and blasting in order to excavate. Other design and construction details, based upon geotechnical conditions, are represented in the report. I We appreciate being of service to you in the geotechnical engineering phase of this +I project, and are prepared to assist you during the construction phases as well. If you have any questions concerning this report or any of our testing, inspection, design and consu!ting seRlices, please contact us. Sincerely, TERRACON David C. Mwewa, E.I.T. Project Engineer Copies to: Addressee (3) n:'..p ub I ic103gecrpt163035211.rpt Oleg B. Lysyj, P.E. Geotechnical Services Manager TABLE OF CONTENTS INTRODUCTION......................................................................................................................................... 1 PROPOSEDCONSTRUCTION.................................................................................................................. 1 SUBSURFACE EXPLORATION AND LABORATORY TESTING PROGRAM. t ....... --r ......................... 2 Field Exploration ..................... LaboratoryTesting...........................................................................................................................2 SITE CONDITIONS 3 SUBSURFACECONDITIONS .....................................................................................................................3 SoilConditions...............................................................................:............................................... 3 Field and Laboratory Test Results................................................................................................. 3 II_ Groundwater Conditions ................................................................................................................ 4 ANALYSIS AND RECOMMENDATIONS ....................... Genera(............................................................................................................................................ 4 Spread Footing Design Parameters................................................................................................4 SeismicConsiderations................................................................................................................. 5 LateralEarth Pressures............................................................................................................... 5 I Floor Slab Design and Construction................................................................................... .... 6 PavementSection............................................................................................................................6 Earthwork .............................. GeneralConsiderations.................................................................................................... 7 SitePreparation............................................:.....................................................................7 SubgradePreparation........................................................................................................8 III Fill Materials and Compaction.............................................................................................8 Additional Design and Construction Considerations....................................................................10 1 Exterior Slab Design and Construction...........................................................................10 UndergroundUtility Systems ............................................ ............................... ................ 10 SurfaceDrainage.............................................................................................................:-10 Slopes.............................................................................................................................11 GENERALCOMMENTS............................................................................................................................11 TABLE OF CONTENTS (Cont'd) APPENDIX A SitePlan, Figure No. 1............................................................................................A1 Logsof Boring.......................................................................................... A2 thru A26 I I APPENDIX 5 I Atterberg Limits' Results..........................................................................................B1 Summary of Laboratory Results..............................................................................B2 APPENDIX C GeneralNotes........................................................................................................ C1 Unified Soil Classification....................................................................................... C2 Flexible Pavement Design Analysis........................................................................ C3 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT STONE CANYON PHASE Vil RANCHO VISTOSO SUBDIVISION ORO VALLEY, ARIZONA TERRAGON PROJECT NO. 63045012 INTRODUCTION j This report contains the results of our geotechnical engineering exploration for the proposed residential subdivision to be located in Rancho Vistoso in Oro Valley, Arizona. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: I • subsurface soil conditions • groundwater conditions • foundation design and construction • lateral earth pressures • floor slab design and construction • pavement design and construction • earthwork • drainage The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. PROPOSED CONSTRUCTION We understand the proposed project consists of the development of about 160 acres of land in the Stone Canyon portion of Rancho Vistoso as residential subdivisions. Based M Stone Canyon Phase V11 Terracon Project No. 63045012 on the preliminary plat for this subdivision it appears about 100 acres will be buildable land and the lot sizes will vary from one to two acres. We expect there will be a total of 82 residential lots, and about one mile of new interior roadway providing access to the lots. It is anticipated the proposed custom houses will have maximum column loads of 30 kips and continuous wail loads of up to 3 kips per linear foot. Grading consisting of cuts and fills of 3 to 5 feet is anticipated to develop final site grades. SUBSURFACE EXPLOf ATION AND LABORATORY TESTING PROGRAM The scope of the services performed for this project included site reconnaissance by a field engineer, a subsurface exploration program, laboratory testing and engineering analyses. Field Exploration: Field work for this project was performed from January 19 to January 22, 2004. Twenty test pits were excavated with a JD 310 backhoe utilizing a 16-inch wide bucket. The backhoe test pits extended in depth of about 2 to 8 feet below grade. Five soil borings were performed on -site with a CME 75 drill rig equipped with 4-1/2 inch I.D. hollow stem auger. The soil borings were advanced to depths between 2.5 and 6.5 feet. The explorations were performed at the approximate locations shown on the Site Plan, Figure 1. The borings were located in the field by measuring from existing site features. The accuracy of boring and test pit locations should only be assumed to the level implied by the means and methods used to determine them. Continuous lithologic logs of each boring were recorded by the field engineer during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split -spoon or ring barrel samplers. Bulk samples were also taken from the auger flights. Penetration resistance measurements were obtained by driving the split -spoon and ring samplers into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful index to the consistency of cohesive soils or relative density of granular soils. Groundwater conditions were evaluated in each test boring at the time of the field exploration and upon completion of the drilling operations. Laboratory Testing: The samples retrieved during the field exploration were taken to the laboratory for further observation and were classified in accordance with the General Notes and Unified Soil Classification System described in Appendix C. At that time, the 2 Stone Canyon Phase VII Terracon Project No. 63045012 field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. Selected soil samples were tested for the following engineering properties: • Water Content • Expansion • Atterberg Limits • Percent Fines Laboratory test results are presented in Appendix B, and were used for the oeotechnical englnoor ing anuijises, and the develuprnenit of fouindallon and eaKllwork recommendations. SITE CONDITIONS The site is located in Sections 14 and 15 of Township 11 South, Range 13 East. The project site generally lies north of the Tortolita Mountain Circle Road, southeast of the Tortolita Mountain Park, north of the Stone Canyon Phase IV. Boulders and bedrock outcrops are present on large portions of the site. Topographically, the ground surface sloped gently down to the south in most of the proposed building areas. An existing dirt road runs through the southern boundary on the site. SUBSURFACE CONDITIONS Soil Conditions: The surficial soils encountered consisted primarily of gravelly, silty sard and occasional cobbles and boulders. The bedrock consisted of fine-grained granodiorite with varied degree of weathering. The soils encountered in the test explorations were somewhat shallow, and bedrock was encountered in all of the explorations. In most areas we were only able to penetrate the bedrock with excavating or auger drilling equipment to depths of about 5 feet before encountering refusal. The bedrock was usually fractured and excavated out into angular cobble and gravel -sized fragments. The proposed roadway areas extend throughout the site. In the most of the proposed roadway areas are where bedrock is found at or near the surface. Please refer to the boring logs in Appendix A for more detailed descriptions Field and Laboratory Test Results: Based upon the excavation characteristics, the site soils and rock appear to be medium dense to very dense in relative density. When water is added to laboratory compacted samples of the near surface soils, the materials exhibit low expansion potential under light loading conditions. 3 Stone Canyon Phase VII Terracon Project No. 63045012 Groundwater Conditions: Groundwater was not observed in any test boring at the time of field exploration. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater conditions can change with varying seasonal and weather conditions, and other factors. ANALYSIS AND RECOMMENDATIONS General: Based upon the results of our exploration, laboratory testing, and analysis, the site soils aoppar suitable fnr support of the proposed residential ctr�1jCtiir9s ...We -t;umn,end the proposed structures be supported on .spreac footing roundatlons Dearing directly on the relatively dense native soils or rock, or on engineered fill extending down to these materials, if site grades are raised. With the variable thickness of cut and/or fill, variable bearing conditions may be developed. It will be important the thickness of fills placed for construction of the building 1. pads is gradually transitioned across a given pad, consist of suitable fill materials, and properly moisture conditioned and compacted. We expect that the bedrock will be difficult to excavate and may require heavy ripping equipment or drilling and blasting. We recommend a unit cost and definition of rock or difficult excavation be provided in the contract/bid documents. Other design and construction details, based upon geotec.hnical conditions, are presented in the report. Spread Footing Design Parameters: Spread footing foundations bearing upon undisturbed soils, rock or engineered fill are recommended for support for the proposed structures. The footings may be designed for a maximum bearing pressure of 2000 psf. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. Footing widths of 24 and 16 inches are recommended for isolated columns and continuous Walls, respectively. Perimeter footings should bear at least 18 inches below finished grade to provide confinement of bearing soils. Interior footings should bear at least 12 inches below finished grade. Finished grade for perimeter footings is the lowest adjacent exterior grade. Finished grade of interior footings is the finished floor level. Settlement of footings designed and constructed in accordance with the recommendations in this report should be on the order of 1-inch or less. Differential settlement across the structure area should be less than 2/3 the total settlement. In order to reduce differential settlement, any fill required for site grading should be ^� gradually transitioned across the site. Abrupt changes in fill thickness could result in abrupt differential settlement where footing bearing materials transition from native soils to engineered fill. Therefore, fill thickness should be gradually transitioned across the — site. i Stone Canyon Phase Vil Terracon Project No. 63045012 Additional settlement could occur if the bearing soils are wetted during the fife of the structure. To help prevent this, impervious surfaces or finished grading slopes providing positive drainage away from the structure should be provided. No watered planters or irrigation systems should be located within five feet of the structure. Thickened slab sections can be used to support interior load -bearing partitions, provided that: • subgrades are prepared as recommended in this r^;port, • loads do not exceed 900 pif, • thickened sections have a minimum width of 12 inches, and • thickness and reinforcement are consistent with structural requirements. Footings, foundations, and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints . at openings or other discontinuities in masonry walls is recommended. Foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ from those presented in this report, supplemental recommendations will be required. Seismic Considerations: A Site Class C should be used for seismic evaluation in accordance with the 2000 International Building Codes Table 1615.1.1. Lateral Earth Pressures: For imported fill soils or approved on -site soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: • Active............................................................................................................30 psf/ft • Passive.........................................................................................................450 psf/ft • Coefficient of base friction................................................................................... 0.45' 'The coefficient of base friction should be reduced to 0.35 when used in conjunction with passive pressure. Where the design includes restrained elements, the following equivalent fluid pressures are recommended: • At Rest............................................................................................................50 psf/ft 5 Stone Canyon Phase VII Terracon Project No. 63045012 The lateral earth pressures provided above do not include a factor of safety. Nor do they account for submerged conditions, sloping backfills, or surcharge loads on the backfill. Additional recommendations may be necessary if such conditions are to be included in the design. Floor Slab Design and Construction: Only non to low expansive materials should be used as fill below floor slab areas. Some differential movement of a slab -on -grade floor system is possible should the subgrade soils become elevated in moisture content. Such movements are anticipated to be within general tolerance for normal slab -on -grade construction. To reduce potential slab movements, the subgrade soils should be, pi tlpared as ootifned iI i the Fatthwork section of Li its report. Additional floor slab design and construction recommendations are as follows: • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. • Control joints should be provided in conventional slabs to control the location and extent of cracking. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • For the anticipated design loading, a minimum 4-inch layer of sand, well -graded gravel or aggregate base course should be placed beneath interior slabs. For heavy loading, vehicular traffic or concentrated loads on floor slabs, a minimum 6-inch thick layer of granular material is recommended. • If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimize potential vapor rise through the slab. • Other design and construction techniques, as outlined in the ACI Design Manual, Section 302.1 R are recommended. I 1 Pavement Section: The site soils have a correlated R-value of 76 which equates to a resilient modulus value M, of 36,884 psi using a seasonal variation factor of 1.7 for Oro Valley. In keeping with ADOT procedures, we used the maximum allowable R-Value of I I 26,000 for design. Calculations are included in Appendix C, structural coefficients of 0.44 and 0.13 were used for AC and AB. The plans provided to us indicated 82 residential lots. Assuming 10 movements per lot per day, an average daily traffic (ADT) of 820 vehicles per day is obtained. According to 6 Stone Canyon Phase VII Terracon Project No. 63045012 Town of Oro Valley Street Standards, a 20-year design life ESAL of 70,000 may be used for an ADT between 500 and 1000. Using this data and ADOT/AASHTO design procedures a required structural number of 1.30 is calculated. A minimum pavement section consisting of 2 inches of asphalt (PAG Mix No. 2) over 4 inches of aggregate base course has a structural number of 1.40 and is recommended for this design. Materials and construction of pavements for the project should be in accordance with the requirements and specifications of the Pima County/City of Tucson Standard Specifications for Public Improvements. Earthwork. • General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. The recommendations presented for design and construction of earth supported elements including foundations, slabs and pavements are contingent upon following the recommendations outlined in this section. All earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, i subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. • Site Preparation: Strip and remove vegetation, debris, loose materials, and other deleterious materials from proposed construction areas. If existing fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. Stripped materials consisting of vegetation and organic materials should be wasted from the site, or used to revegetate landscaped areas after completion of grading operations. If it is necessary to dispose of organic materials on -site they should be placed in non-structural areas and in fill sections not exceeding 5 feet in height. It is anticipated that excavations in the soil materials for the proposed construction can be accomplished with conventional earthmoving equipment; however, bedrock was encountered in all exploration locations. More difficult excavation conditions could be encountered in these materials, particularly in deep narrow excavations. We recommend a unit rate and definition of difficult excavation conditions be provided in the contract or bid documents. Based upon the subsurface conditions encountered during the geotechnical exploration, subgrade soils and rock exposed during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by precipitation, repetitive construction traffic, or other factors. If unstable conditions develop, subgrade workability may be improved by scarifying and drying. r Stone Canyon Phase VII Terracon Project No. 63045012 Overexcavation of wet zones and replacement with granular materials could also be considered in the event of subgrade instability. The individual contractor(s) are responsible for the design and construction of stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. •. _.Stjbgradp .Preparation: Foundation. bearing soils sl�oul l consist of --un iisturbsd dense native soils, rock, or new engineered till extending down to s nense native soils. For conventional footings bearing directly on the dense native soils or rock, we recommend the base of the footing excavations be cleaned of all loose material and surficially compacted prior to placing concrete. This will help densify material that may be disturbed from the excavation process. All footing excavations should be observed and tested by qualified geotechnical personnel prior to placing concrete. Subgrade soils beneath pavements interior and exterior slabs, post -tensioned slabs, or reinforced mats should be scarified, moisture conditioned and compacted to a minimum depth of 8 inches after excavating to design grades or prior to placing additional fill. This will aid in providing a firm base for compaction of additional fill in areas below grade or providing uniform support in areas near design grade. If adequate compaction cannot be achieved or if loose materials are encountered, they should be removed and replaced with suitable engineered fill, as described above. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Fill Materials and Compaction: The near surface on -site soils exhibited negligible to low swell potential. The on -site soils tested generally appear suitable for use as new engineered fill. However, additional testing is recommended during construction to further evaluate the suitability of on -site soils as they are excavated and used as fill material. Excavated on -site material should be screened to remove all particles larger than 6-inches prior to use as engineered fill. Imported soils (if required) should conform to the following: Gradation 61, ........................................... 3............................................. No. 4 Sieve ............................ No. 200 Sieve ........................ S Percent finer by weight (ASTM C136) ..........................................................100 .....................................................70-100 ..................................................... 50-100 ..................................................50 (max) Stone Canyon Phase V11 Terracon Project No. 63045012 I • Liquid Limit.........................................................................30 (max) • Plasticity Index....................................................................15 (max) • Maximum expansive potential (%)"..............................................1.5 'Measured on a sample compacted to approximately 95 percent of the ASTM D 698 maximum dry .density at about 3 percent below optimum water content. The sample is confined under a 100-psf surcharge and submerged. —.:..::::.:.::.:,......................................................................... .... _ng•neyrt y f;!1 sh !d hE ..lac^d -n •_ � . lift • .. �+..... ai p �:u ui ,� .i iit}.:acavd �i i :�tJnzii Il4i i.lJ, using egUipmel ll and procedures that will produce recommended moisture contents and densities throughout the lift. Fill lifts should not exceed 10 inches in loose thickness. I I Recommended compaction criteria for engineered fill materials are as follows: Material Minimum Percent (ASTM D 6981 Scarified subgrade soils......................................................................95 On -site and imported fill soils: Beneath foundations...........................................................................95 Beneathslabs.....................................................................................95 Beneathpavements............................................................................95 Aggregate base (beneath slabs).........................................................95 Miscellaneous backfill in non-structural areas.....................................90 The above compaction criteria is form fills 5 feet or less in thickness. Compaction of fills over 5 feet in thickness should be increased to 98 percent of the standard Proctor. Scarified in -place or on -site fill soils should be compacted within a moisture content i range of about 3 percent below, to 3 percent above optimum. Imported soils should be compacted within a moisture range of 3 percent below to 3 percent above j optimum. 6 Stone Canyon Phase VII Terracon Project No. 63045012 Additional Design and Construction Considerations: • Exterior Slab Design and Construction: Exterior slab -on -grade, exterior architectural features, and utilities founded on, or in backfill could experience some movement due to the volume change of the backfill. Potential movement could be reduced by: • Using non -expansive or only low expansive fill meeting the requirements of imported material below exterior features; ,nnn r I n mn'C�.f.: �:nnn'irr r!i r'n ..In.. F y�av�%ffii.;.. ..........__.........________ � t.-�.. �.ri. �:-:,.i x-v�--:��rrSi-a tits r%r+C_•. eUbFi'�ii.^.nt.. fir... ...................... _.. ...._..... ..... ........... ... ......................_............ ._........ ..... • reducing moisture increases in the backfill; • using designs which allow vertical movement between the exterior features and adjoining structural elements; i • placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements; • Providing positive drainage away from the exterior features. • Underground Utility Systems: All underground piping within or near the proposed structures should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in foundation walls should be oversized to accommodate differential movements. • Surface Drainage: Positive drainage should be provided during construction and maintained throughout the life of the proposed project. infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the buildings or pavements should be sealed or eliminated. If on -site retention areas are required, these should be located on the downhill portion of the site and away from the building or structural areas. In areas where sidewalks or paving do not immediately - adjoin the structures, we recommend that protective slopes be provided with a . minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. Irrigation should not be performed within 5 feet of foundation walls exterior slabs, and pavements. ip �I Stone Canyon Phase VII Terracon Project No. 63045012 • Slopes: Cut and fill slopes in soil should not be steeper than 2 to 1 (horizontal to vertical). The surfaces of soil slopes should be covered with rip -rap or re -vegetated to reduce erosion. Cut slopes in rock may be as steep at 1 to 1 (horizontal to vertical). GENERAL COMMENTS _.T.prIJOUld _.-�ratairLP revie +!=ihe�f' iesi,g a as ica s�sc� --- cor-nrnenis can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does.not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. 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. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report, are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. tl P?e Y\ 8 �x A IN lEffm APPROXIMATE BORING LOCATION APPROXIMATE TEST PIT LOCATION NOT TO SCALE -$TP-07 -{#TP-03 *TP-05 A2 TA P 16 13 7P 17 TP 18 -3 -4 MOUNTAIN O 1Oo O�Rc 9 TP i -5 I!n LOG OF BORING NO. B-01 Page y of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase Vil SAMPLES TESTS DESCRIPTION M r >- (n rr WW W > fn Z =W z L)X o w En }� w 0 4o Q rc O _93 Cr �o 0 O = z !- Ct m U C O- :z n Z cv SILTY SAND WITH GRAVEL; brown, SM 1 BSI 0 0 28 - fines, .:;;%-;;)ia8t;:. to i:;:;, "ti:G::it I `= 2.5 GRANODIORITE BEDROCK; grey, highly 2 SS 12 77 weathered 4 Practical Auger Refusal at 4' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft I rerracon BORING STARTED 1-19-04 WL s None WD IT None AB - BORING COMPLETED 1-19-04 WL 7- s � RIG CME 75 FOREMAN DM WL Backfilled Upon Completion Approved OBL JOB 63045012 LOG OF BORING NO. B-02 Page I of 1 CLIENT The WLB Group SITE Rancho Vistoso, Subdivision PROJECT Oro Valley, Arizona ---- Stone Can on Phase V11 SAMPLES TESTS DESCRIPTION 0 co :E X w X W > t: z X U3 Z LU U1 CJ3 U) M D LU a. 0 Uj Uj z d0 X &E zl it Q a CL ZIZI CL'3 GRANODIORITE BEDROCK; grey, 11 BS 2 SS 2 50/4u 4 Practical Auger Refusal at 4' --T The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS. ft I rerraconDM I . BORING STARTED 1-19-04 WL -7 None.WD IT None AS BORING COMPLETED 1-19-04 WL IT F — RIG CME 751 FOREMAN D WL 40- Backfilled Upon Completion Approve d OBL I JOB # 63045012 LOG OF BORING NO. B-04 Page 1 of I CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase Vil SAMPLES TESTS DESCRIPTION M } } rL F- Z LU Z N V a U a.a. Q W Z Z F— cc a) � d Z N GRAVELLY SILTY SAND; tan to brown, SM 1 BS ................., _.._....._ ....... . ....................................:..................... �...........�..............._........................................._........_........_:..:...:..:...:..:.:....::..:....:...:. :.:.:.:..:.:..:..:.:...:::::::.�.:::.::.::.:.:.:...... . ......:.:..:..:.:.:..:.:.:.:.:..:.:.:..:::..... _I.. ....... .. .. .. ...... ,. i. ( I ; grey, weathered Auger Refusal at 4` The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft WL s None WD Z None AS WL s Is err WL Backfilled Upon Completion f3 BORING STARTED 1-19-04 BORING COMPLETED 1-19-04 lacvRIG CME 75 j FOREMAN DM Approved OBL I JOB # 63045012 F- r LOG OF BORING NO. B-05 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES TESTS 0 DESCRIPTION 0 M > > :e 2 > to EE LU LU x > z Uj W (L (LtJ0 (0 0 U) D Lu z 0 cc IrE 00 M zI x N GRAVELLY SILTY SAND; tan, SMI 11 BS. 0 1 0 25 ............................................... . . ........... .. ............... GRANODIORITE BEDROCK; grey, 2 RS 3 50/3" moderately weathered SS 1 50/2" Practical Auger Refusal at 6' The stratification lines represent the appro)dmate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft. Irerraconi BORING STARTED 1-19-04 WL ZZ None WD 1-T None AB — BORING COMPLETED 1-19-04 WL ULBackfilled 17 RIG CME 751 FOREMAN DM DM Upon Completion Approved OBL I JOB # 63045012J LOG OF TEST PIT NO. TP-01 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Canyon Phase Vil SAMPLES TESTS o U DESCRIPTION ca ~ Z U ~ W cn m j w } O W w~ <O ccZ' xx UW o cc SILTY SAND TRACE GRAVEL; brown, SM 1 BS -.-........ ..................... .......... ....... :...................__,,.._ t _ >...# s...................:........:.:....:........ ......... ....:........................................_............... -..-_.-....... - --....: ,_........ ....... '........:.....:.. ........... :...:.....'.. ............. GRANODIORITE BEDROCK; grey, moderately weathered 4 GRANODIORITE BEDROCK; grey, slightly weathered, moderately fractured 5 Backhoe Refusal at 5' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft rerracon BORING STARTED 1-21-04 WL � None WD js None AB BORING COMPLETED 1-21-04 W L 3 RIGJD310 Backhoe FOREMAN DM WL Backfilled Upon Completion Approved OBL JOB # 63045012 LOG OF TEST PIT NO. TP-02 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase Vil SAMPLES TESTS DESCRIPTION m } v c � [C LU w ' � zuj z v II= w Cn W M > W } O w W� QO 0 cc .A CrE t-- X �n o Gt z f- co � U U C� �3. J J EL N SILTY SAND TRACE GRAVEL; brown, SM 1 BSj 0 0 22 f l 1r I i 1 f' 1 1 I i i 4.5 f GRANODIORITE BEDROCK; grey, I j 5 slightly weathered I I ' Backhoe Refusal at 5' I I I I I i I I 3 ' 1 i 1 I 1 The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft IrerraconRIGJD310 BORING STARTED 1-21-04 WL JZ None WD i1 None A8 BORING COMPLETED 1-21-04 WL 1-7 Backhoe FOREMAN DM WL I Backfilied Upon Completion Approved OBL'I JOB # 63045012 LOG OF TEST PIT NO. TP-03 Page 1 of I CLIENT The V&S Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS DESCRIPTION 0 ca CL 3f M > cc uj > z X LU z Lu < X a. W Cn Z) W a. 0 0 W W z 0 I= x Cn LU gm o 0 1 D z cc 13 CL Z_ SILTY SAND TRACE GRAVEL; brown, S M 1 BSJ**��'.':*� 24..1.. . ...... . . . .............................. . ......... ..... .... . .... ...... ............. .......... ....... ......................... .............. ... .. ........ ............. . ........... - ........ .. ..... I ... .... ............. . .. ......... .... . ............ - ...... ... . .... ...... .... ............. ..... ............... .... . .. 3 GRANODIORITE BEDR_QCK; grey, moderately weathered 6.25 GRANODIORITE BEDROCK grey, \slightly weathered R;;r,khne Refusal at 6._25' N The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft ��rC�n BORING STARTED 1-21-04 WL -Z None WD None AB BORING COMPLETED 1-21-041 z WL -T. RIGJD310 Backhoe FOREMAN DM vj WL Backfilled Upon Completion Approved 0BL'j JOB # 63045012 LOG OF TEST PIT NO. TP-44 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT _ Oro Valley, Arizona Stone Can on Phase VII 0 O U z DESCRIPTION at 5' brown, grey, grey, SAMPLES TESTS m y W o z o: z a_ coo z yya ui ¢ O tea' � a E g o F- cc m �U O a a. C, 5 1 II l.... f ii II. y I v The stratification lines represent the approximate boundary lines j q between soil and rock types; in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft WL s None WD IT None AB WL -7 Q errae®n WL Backfilled Upon Completion �I BORING STARTED 1-21-04 BORING COMPLETED 1-21-04 RIGJD310 Backhoe ; FOREMAN DM Approved OSL JOB # 63045012 LOG OF TEST PIT NO. TP-05 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS UDESCRIPTION .. m LU Z Z p U F=- u°"i U) vui Lu }a O a W F_ ¢O - D crE ~ x go 0 ❑ Z i- [C m �U 0 �i' �� aZ C� SILTY SAND TRACE GRAVEL; brown, SM 1 BS an ;astir Mtn- - GRANODIORITE BEDROCK; grey, moderately weathered 2 GRANODIORITE BEDROCK; grey, 2.5 slightly weathered Backhoe Refusal at 2.5` f The stratification lines represent the appro)omate boundary lines between soil and rock types: in -situ, the trarsibon may be gradual. WATER LEVEL OBSERVATIONS, ft rerracon BORING STARTED 1-21-04 WL -7 None WD 11 None AB BORING COMPLETED 1-21-04 WL S , RIGID310 Backhoe FOREMAN DM W L Backfilled Upon Completion Approved . OBL JOB # 63045012 LOG OF TEST PIT NO. TP-06 Pa e l of y CLIENT The WLB Grou SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase Vtl SAMPLES TESTS DESCRIPTION m r } U _ s } w �t Z Z U w Cn m D W }a O w Wf- ao a ¢— �E g� o a z i- a: n 3 U a Q. f brown, urvaivuvrunr r c nt:uHyu ;grey, moderately weathered ur-ouurumi i t: t5mumuum; grey, 3.5 slightly weathered Backhoe Refusal at 3.5' The stratification lines represent the approximate boundary fines s between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft I V WL 2 None WD �� None AB x rerracon WL Backfilled Upon Completion l., I BORING STARTED 1-21-04 BORING COMPLETED 1-21-04 RIGJD310 Backhoe ; FOREMAN DM Approved OBL ; JOB # 63045012 LOG OF TEST PIT NO. TP-07 page 1 of 1 i CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS J U DESCRIPTION _ M - cc t a w } m W O z W H z U ¢ H w Cn ccnn uJ y w 3 O ¢O 0 ¢ , iTE f- go 0 z F- c m �U OR :1:5 a,z N grey, m grey, slightly weathered Backhoe Refusal at 4.i' N The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft WL � None WD � None AB WL � rart 7- i =IWL I Backfilled Upon Completion BORING STARTED 1-21-04 BORING COMPLETED 1-21-04 RIC-0310 Backhoe ( FOREMAN DM Approved OBL ; JOB # 63045012 LOG OF TEST PIT NO, TP-08 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Canyon Phase Vil SAMPLES TESTS DESCRIPTION m > r U r 1r W u- Z Z F_ a.H fL U o_ CA U m W a. O U p W H H Z >- g Q o Z I— ii Co U O o. J a.Z N SILTY SAND TRACE GRAVEL; brown, SM 1 BS 0 0 23 t ¢� :r� r� ptastio isrias ma's€ :.: .....,...._. _: ......... GRANODIORITE BEDROCK; grey, moderately weathered 3 GRANODIORITE BEDROCK; grey, 3.5 slightly weathered Backhoe Refusal at 3.5' The stratification lines represent the approximate boundary lines between soil and rock types: In -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft errac®n BORING STARTED 1-21-04 None WD :Y None AB EWL BORING COMPLETED 1-21-04 :s RIGJD310 Backhoe FOREMAN j Backfilled Upon Completion JDMWL Approved OBL j JOB # 63045 1111IFF-77-7 LOG OF TEST PIT NO. TP-09 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS 0 DESCRIPTION 0 > x LU CC Lu > z X Lu z w CL < Cn Z) Lu CL 0 LU z �0 0 cc >. cr CD =) Z 0 0 5. Mn a. Z SILTY SAND TRACE GRAVEL; brown, ism 1 I BS ........ . .... .. ... . .... . .. .... ...... .... ....... ... . . ... ..... .... . .. . ........... .771 GRANODIORITE BEDROCK; grey, moderately weathered 3.5 GRANODIORITE BEDROCK; grey, 4 slightly weathered Backhoe Refusal at 4' The stratification lines represent the approximate boundary lines between soil and rock types: iri-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft Ierracon BORING STARTED 1-21-04 WL -V- None WD 1-T None AB BORING COMPLETED 1-21-04 WLL LWLWWL �E Fy--- RIGJD31 0 Backhoe 1 FOREMAN DM Backfilled Upon Completion Approved OBL I JOB # 6304501 1111111111F�1_1-111��""_' LOG OF TEST PIT NO. TP-1 0 Page 1 of 1 CLIENT The WILS Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS DESCRIPTION cc 0 L) C (f) CC LU cc Lu > L Cn j-: z a: Lu Z uj a. (L W Cn L) U) D a. 0 2 Uj Z 0 >- = -6 Cr X CO Lu a = z cc SILTY SAND TRACE GRAVEL; brown, ism i BS 6FidF4dD_I6_§1Tj_E . ........ ... 70-- . ....... BEDROCK; grey, moderately weathered 1.5 GRANODIORITE BEDROCK; grey, 2 slightly weathered Backhoe Refusal at 2' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft I a rr acon BORING STARTED 1-21-04 WL -7None WD . IT None AB 'BORING COMPLETED 1-21-04 WL 7- IT — RIGJD310 Backhoe I FOREMAN DM _WL' Backfilled Upon Completion Approved OBL s JOB # 63045012 LOG OF TEST PIT NO. TP-1 1 Page 1 of 1 CLIENT The WILB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase Vill SAMPLES TESTS 0. DESCRIPTION _j 0 ca L) >_ Cn cc LU LU > t z W U) z LU LU C/) 0 co Co 2 = W 0. 0 W 3 W P 0 X (D w 0 0 z , �7_ I X M 0 2:3 CL Z C� SILTY SAND TRACE GRAVEL; brown, 1 1 BS 1 0 0 21 ......................... ......... . ................f. .................. ........... ..... ........ ....... GRANODIORITE BEDROCK; grey, moderately weathered 3 GRANODIORITE BEDROCK grey, 3.5 slightly weathered Backhoe Refusal at 3.5' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft erraconRIGJD310 lApproved BORING STARTED 1-21.04 WL -Z' None WD None AB BORING COMPLETED 1-21-04 LYW4 ILL Backhoe FOREMAN DM Backfilled Upon Completion OBL JOB # 63045012] LOG OF TEST PIT NO. TP-12 Pa 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES TESTS 0 DESCRIPTION 0 (n 0 LU Lu z z a. LU V) 0 (1) a. > 0 0 Lu Ul 0 >. 1= a D Z cc �z z N SILTY SAND TRACE GRAVEL; brown, SM 1 BS i is ... . ............... .... ................ . .......... ................ . ... .................. ........... . .. ............ ... ............. .......... .... ............ .... ......... .. ......... GRANODIORITE BEDROCK; grey, moderately weathered 5 GRANODIORITE BEDROCK; grey, slightly weathered 6 Backhoe Refusal at 6' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft ����C��i - BORING STARTED 1-22-04 WL a 1-7- None WD None AS BORING COMPLETED 1-22-04 WL [WELL RIGJ0310 Backhoe FOREMAN DM Backfilled Upon Completion Approved OBL JOB 4 63045J012 LOG OF TEST PIT NO. TP-13 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can an Phase VII SAMPLES TESTS 0 DESCRIPTION 0 >. >- Cr q: W ry z w Z u" 0. CL LU Cl) U) 0 M a. 0 0 LU z �o n U) 0 Z cc 5 3:0 0 2 :m z SILTY SAND TRACE GRAVEL; brown, .. . .......... IM F ME; M'§.� .... . ........................................ ..... .. .......... GRANODIORITE BEDROCK; grey, moderately weathered 4.5 GRANODIORITE BEDROCK grey, 5 slightly weathered Backhoe Refusal at 5' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft I erracon I BORING STARTED 1-22-04 WL Z None WD IT None AB BORING COMPLETED 1-22-04 WL RIGJD310 Backhoe I FOREMAN DMI LWl_ Backfilled Upon Completion Approved OBL I JOB # 6304501 III]@@ " _ LOG OF TEST PIT NO. TP-14 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS co DESCRIPTION Co U } m cr W Z E 0 a cc H W rn (nn LU O W � 10 W F_ a0 O �`v :2 P X NQ o 0 D Z F- X td V a J Q, Z N SILTY SAND TRACE GRAVEL; brown, SM111 BS1 0 0 1 20 �r grey, ..,�. moderately weathered 2 N2.5 GRANODIORITE BEDROCK; grey, slightly weathered Backhoe Refusal at 2.5' i The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft irerracon I BORING STARTED 1-22-04 WL -7 None WD 1-T None AB BORING COMPLETED 1-22-04 I WL 7-1-T RIGzJD310 Backhoe ! FOREMAN DM LL: Backfilled Upon Completion Approved OBL JOB # 63045012 LOG OF TEST PIT NO. TP-15 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS DESCRIPTION M �- as ut Z Z o °_ D U) Z w o. O Lu w� QO �-- n aE �x CLD o x az cv SILTY SAND TRACE GRAVEL; brown, Ism 11 BS �t GRANODIORITE BEDROCK; grey, moderately. weathered 3 GRANODIORITE BEDROCK; grey, 3.5 slightly weathered Backhoe Refusal at 3.5' The straYrfication lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS. ft BORING STARTED 1-22-04 WL s None WD T None AB BORING COMPLETED 1-22-04 WL -7Irerracon RIG7D310 Backhoe FOREMAN DM LW7Et Backfilled Upon Completion Approved OBL ; JOB # 63045012 LOG OF TEST PIT NO. TP-1 6 Page I of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES. TESTS 0 DESCRIPTION (L 2f M W cc W > Z Cr W Z Lu a. W co 0 U) Cc! 2 5 W CL 0 0 w W �_ �- z 0 a >. Br �_ x w 8 z M N SILTY SAND WITH GRAVEL; brown, Ron. SM11 BS F-0—F 0 26 p,apkWie"Cil . ........ . .. . ....... ... GRANODIORITE BEDROCK; grey, moderately weathered 3.5 GRANODIORITE BEDROCK; grey, 4 slightly weathered Backhoe Refusal at 4' The stratification lines represent the appro)dmate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft irerracon BORING STARTED 1-22-04 WL Zl- None WD None AB BORING COMPLETED 1-22-04 WL 11 RIG1D310 Backhoe j FOREMAN DM I — - WL Backfilled Upon Completion Approved OBLI JOB # 63045012, LOG OF TEST PIT NO. TP-1 7 Page 1 Of 1 CLIENT The WILIS Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES TESTS DESCRIPTION LU cc W rL Wz z Lu a a. W (0 C) (D 0 0 W LU I-- ��- z 0 >- = -6 Cr E 0 Z) ZI X z SILTY CLAYEY SAND TRACE GRAVEL; Sc- I BS 25 4 21 ............ . ...... ....... ............ .... ............. . ..... .......... ..... .... .. .. ........ ... GRANODtORITE-BEDRO rey, moderately weathered 2 GRANODIORITE BEDROCK; grey, 2-9 slightly weathered Backhoe Refusal at 2.6 The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft Irerracon BORING STARTED 1-22-04 WL Z —X None AB None WD j - BORING COMPLETED 1-22-04 LZmp�f- IN- RIGJD310 Backhoe FOREMAN DM Back-flilled Upon Completion - Approved -- OBL JOB # 630452.12 LOG OF TEST PIT NO. TP-1 8 Page 1 of 1 CLIENT The WLIB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES TESTS DESCRIPTION 0 M Cn LU rr LU > z U) Uj 0- LU to L) V) M LU 0 P Z q 0 a: >. ,n 0 a M Z . X L) 0 Cv SILTY SAND TRACE GRAVEL; brown, SM I BS1 ......... ........... . ..... GRANODIORITE BEDROCK; grey, moderately weathered A6.25 GRANODIORITE BEDROCK; grey, \slightly weathered Backhoe Refusal at 6.25' The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft Irerracon I M BORING STARTED 1-23-041 WL J-Z None WD None AB BORING COMPLETED 1-23-04 WL 12T RIGJD31 0 Backhoe I FOREMAN DM WL Backfilled Upon Completion 414� - I Approved OBIL [JOB 6304501 LOG OF TEST PIT NO. TP-19 Page 1 of 1 CLIENT The WL13 Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase VII SAMPLES TESTS o DESCRIPTION m V �- V U 2 �- Z Z II U a a. Cl)m w O 3 LU N 41il.5 SILTY SAND TRACE GRAVEL; brown, SM .1..._BS.. .. Q 0 21 GRANODIORITE BEDROCK; grey, highly weathered I 5 8. ma.5 GRANODIORITE BEDROCK; grey, slightly weathered Backhoe Refusal at 8.5' I The stratification lines represent the approbmate boundary lines between soil and rock types; in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft erra on' BORING STARTED 1-23-04 WL None WD j1 None AB BORING COMPLETED 1-23-04 WL g RIGJD310 Back FOREMAN eoeo OREMAN DIVI L Backfilled Upon Completion Approved OBL ? JOB # 63045012 LOG OF TEST PIT NO. TP-20 Page 1 of 1 CLIENT The WLB Group SITE Rancho Vistoso Subdivision PROJECT Oro Valley, Arizona Stone Can on Phase V11 SAMPLES TESTS DESCRIPTION cc Ucc } LL W r Z Z U ~ w en 0Ui m W } Q w _j uj ¢ p ❑ cc Cr N W g ❑ o (7 ❑ ❑ Z H [L m U ❑ a Zif a Z cv SILTY SAND TRACE GRAVEL; brown, SM 1 BS 0 0 22 �-GRA gOBIORITE BEDROCK; grey., .. .. .. : . moderately weathered 2 X2.5 GRANODIORITE BEDROCK; grey, slightly weathered Backhoe Refusal at 2.5' The stratification lines represent the approbmate boundary lines between soil and rock types: In -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft Irerracon BORING STARTED 1-23-04 WL l� None WD T one AB BORING COMPLETED 1-23-04 WL Q IIGJ 3310 Backhoe !FOREMAN DM WL f Backfilled Upon Completion Approved OBL JOB # 63045012 �IPPen��x Ill p L A S T T y N D 60 50 40 30. 20 CL CH 00, Zle"100, '1111000" ----- ----- 1 . 0 ... ....... .... .......... . . ...... CL-ML 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI %Fi.nes Classification 0 B-01 0.Wt NP NP NP 281 SILTY SAND WITH GRAVEL (SM) M. B-M O.Oft NP NP NP 18 SILTY SAND (SM) DERIVED FROM WEATHERED GRANODI A B-M 0.011 NP 'NP NP 251 SILTY SAND(SM) * TP-02 0.0ft NP NP NP'I 221 SILTY SAND(SM) (D TP-03 O.Oft NP NP NPI 241 SILTY SAND(SM) TP-04 0.011 NP NP NPI 301 SILTY SAND(SM) * l* TP-08 O.Oft NP-1 NP NP I 23! SILTY SAND(SM) o. TP-11 0.0ft NP i NP NPI. 21 i SILTY SAND(SM) 01 TP-14 0.1111 NP NP I NP! 201 SILTY SAND(SM) ED TP-16 0.0ft NP I NP NP: 261 SILTY SAND WITH GRAVEL (SM) * TP-17 0-011 251: 21 41 21 I SILTY, CLAYEY SAND(SC-SM) * TP-19 0.011 NP NP NP: 21 I SILTY SAND(SM) 0 1 TP-20 O.Oft 1 NP NP NP: 221 SILTY SAND(SM) Irerractin ATTERBERG LIMITS RESULTS Project: Stone Canyon Phase VII Site: Rancho Vistoso Subdivision Oro Valley, Arizona Job #: 63045012 Date: 2-11-04, �5 Borehole Depth USCS In -Situ Properties Classification Remolded Expansion Corrosivity No. (ft.) Soil Class. Remarks D1 Y r)" 1 s"Y water . w Passing 11200 Atterberg Limits Dry Dellbily watef conteld Swcharge Expal 510n :esistivity Water Soluble Sulfates SiOV(,, LL I`)L 131 (Pd) (P'J) PH: Dtmi-cm) Salts (lipriq U)P-) B-0 1 ~ 0.0 SM 28 18 NP NP NP NP NP NP B-03 0.0 SM B-04 0.0 SM 117.6 5.7 144 1.2 Al 2,3,4 B-05 0.0 SM 25 NP NP NP 0.0 SM 22 NP NP NP 12,3,4 TP-03 —0.0 SM 24 NP NP NP TP-04 0.0 SM 30 NP NP NP TP-05 0.0 117.6 5.1 144 0.7 7T 2,3.4 0.4 2,3,4 TP-07 0.0 117.6 6.3 144 TP-08 0.0 SM 23 NP NP NP v a cv; -1-P-1 1 0.0 SM 21 NP NP NP -IP-13 0.0 117.6 5.4 144 0.5 2,3,4 20 NP NP NP [P-14 0.0 SM TP-16 0.0 SM 26 NP NP NP TP-17 0.0 SC-SM 21 25 21 4 -ITI-19 0.0 SM 21 NP NP NP I P-20 0.0 SM 22 NP REMARRS-- ::.Ik a I Diy dwvJlyandA)r moisture clutuollilled from One Of 11101t; rungs of a multi -tiny sample. visual clas!iilicaliorl. .3. SublIlLm od to apploximato saturation. 4. Compacted dullsily (approximately 95% (it AS I M D698 MaXiMU111 (JttllSily at 1110iStUlU CQUIerlt Slightly below OptilliUIJI). SUMMARY OF, ABORATORY RESULTS Project: Stone Canyon Phase, Irerracon S, Site: Rancho Vistoso Subdivi' , i Oro Valley, Arizona Job #: 63045012 Date: 2-6-04 �l ppen� ix C GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - f 3/8' I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin -Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42' I.D., 3' O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4", N, B RB: Rock Bit as: Bulk Sample or Auger Sample W B: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer failing 30 inches is considered the "Standard Penetration" or "N-value". For 3" O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as "blows per foot," and is not considered equivalent to the "Standard Penetration"or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: DCI: Dry Cave in SCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS Standard Unconfined Penetration or Compressive N-value (SS) Strength, Qu, osf Blows/Ft. Consistency < 500 <2 Very Soft 500 — 1,000 2-3 Soft 1.001 — 2.000 4-6 Medium Stiff 2.001 — 4,000 7-12 Stiff 4,001 — 8,000 13-26 Very Stiff 8,000+ 26+ Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other Percent of constituents Dry Weight Trace < 15 With 15 — 29 Modifier > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other Percent of constituents Dry Weight Trace < 5 With 5-12 Modifiers > 12 i=1 I RELATIVE DENSITY OF COARSE -GRAINED SOILS Standard Penetration or N-value (SS) Ring Sampler (RS) Blows/Ft. Blows/Ft. Relative Density 0-3 0-6 Very Loose 4-9 7-18 Loose 10 — 29 19-58 Medium Dense 30 — 49 59-98 Dense 50+ 99+ Very Dense GRAIN SIZE TERMINOLOGY Major Component of Sample Particle Size Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in. (300mm to 75 mm) Gravel 3 in, to#4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plasticity Index Non -plastic 0 Low 1-10 Medium 11-30 High 30= • UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Soil Classification Group Symbol Group Namea Coarse Grained Soils Gravels Clean Gravels Cu > 4 and 1 s Cc:5 3e GW Well -graded gravel' More than 50% retained More than 50% of coarse Less than 5% fines° Cu < 4 and/or 1 > Cc > 3' GP Poorly traction retained on y graded gravel" on No. 200 sieve No. 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravelf' I More than 12% fines` Fines classify as CL or CH GC Clayey gravel` °j Sands Clean Sands Cu >- 6 and 1 <- Cc s 3E SW Well -graded sand' 50% or more of coarse Less than 5% fines' Cu < 6 and/or 1 > Cc > 3E SP Poorly fraction passes y graded sand No. 4 sieve Sands with Pines Fines classify as ML or MH SM Silty sands-" More than 12% fines" Fines Classify as CL or CH SC Clayey sand"' Fine -Grained Soils Silts and Clays i norganic PI > 7 and plots on or above A line' rl Lem organic Liquid limit - oven dried Organic clay"!"-" < 0.75 OL Liquid limit - not dried Organic sitt1lL"O Silts and Clays inorganic PI plots on or above "A" line CH Fat clay"L" Liquid limit 50 or more PI lots below "A" line MH Elastic Slitr-L" organic Liquid limit - oven dried Organic clayf4l' < 0.75 CH Liquid limit - not dried Organic silt"`"LO Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3-in. (75-mm) sieve "If fines are organic, add "with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles ! If soil contains >- 15% gravel, add with gravel" to group name. car boulders, or both" to group name. ' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. Gravels 5 with to 12% fines require dual symbols: GW-GM well -graded If soil contains 15 to 29% plus No. 200. add with sand" or "with gravel with silt, GWGC well -graded gravel with clay. GP -GM poorly gravel." whichever is predominant. graded gravel with silt, GP -GC poorly graded gravel with clay. °Sands with 5 to 12% fines require dual symbols: SW-SM well -graded -if soil contains 30%plus No. 200 predominantly sand, add `sandy" to group p name. sand with silt. SW -SC well -graded sand with clay, SP-SM poorlygraded sand with silt. SP-SC poorly graded sand with ciay If soil contains >_ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. ECU = D60ID,o Cc = D3°) API = 4 and plots on or above "A" line. D10 x DC0 0 PI < 4 or plots below "A" line. F If soil contains >_ 15% sand, add "Mth sand" to group name. PPI plots on or above "A" line. If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. o PI piots below "A" line. 60 ! ......... .. . For classification of fine-grained soils and fine-grained fraction c0 —of coarse -grained soils Equation of W - line Horizontal at 01=4 to LL-25.5. 40 — then P1=0.73 (.LL-20) LxJ L] Equation ot'U' •line o� Z Vertical at LL-16 to P1=7, G� 30 — then P1=0.9 ;LL-8) � Ol U) 20 G� CL MH or OH 10 7 ---- 4 -- ML or OL 0 1... t0 16 23 30 40 50 50 70 60 90 100 110 I LIQUID LIMIT ILL? Irerracon- PROJECT DATA SERVICEABILITY Pavement Classification Rancho Vistoso Phase VII Design Life (years) 20 Equivalent Axle Loads/Day Total EAL's 70,000 Seasonal Variation Factor 1.7 Reliability 85% Overall Standard Deviationi 0.45 AASHTO Classification % Passing #200 Sieve Plasticity Index Design R-Value Resilient Modulus MR (psi) j 26,000 Design Modulus (psi) l 26,000 Present (2.5 to 5.0)4.1 Terminal (1.5 to 4.1)11 2.6 "T, gi '4A Target Structural Number SN: 1.30 Terracon Consultants Western. Inc. 21912004 ZCCC0_\ 4=f�) The LB MAR 7 2012 Group r Town of Ore Valley 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 The WLB Group Inc. Engineering - Planning Surveying - Urban Design Landscape Architecture DRAINAGE STATEMENT FOR LOT 404, STONE CANYON VII RANCHO VISTOSO, NEIGHBORHOOD 11 TOWN OF ORO VALLEY LOCATED WITHIN SECTION 14, T11S, R13E, G&SRM TOWN OF ORO VALLEY, PIMA COUNTY, ARIZONA PIMA COUNTY TAX CODE: PARCEL 219-06-1710 PREPARED FOR: Robinette Architects, Inc. 1670 East River Road, Suite 112, Tucson, Arizona 85718 Attn: Ron Robinette The WLB Group, Inc. 4444 East Broadway Boulevard Tucson, Arizona 85711 WLB No. 185050-R-B06/0400 February 29, 2012 et°t/-1l 36234 DAVID W. LITTLE 0 \19ned. - kp�res 061301' PRINCIPAL INVESTIGATOR: Colin Potter, EIT Hydrologic/Hydraulic Designer W:\DRAIN-RPT1 185050\Neighborhood I I\LOT222\Drainage Statement 11-03-2011.doc 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 TL B Group Inc. February 29, 2012 David Laws, P.E. Town of Oro Valley 11000 N La Canada Drive Oro Valley, AZ 85737 Re: Drainage Statement Report for Stone Canyon VII, Rancho Vistoso Neighborhood 11, Lot 404 WLB No. 185050-R-B06/0400 Dear Mr. Laws, This statement has been prepared in support of the Grading Plan for Lot 404 in Stone Canyon VII which is located within Rancho Vistoso Neighborhood 11. The primary subject for this statement is to address the impacts and changes to lot 404 as a result of this grading plan. It has been intended that this statement be prepared for those changes and are fisted in the narrative below. The hydrologic and hydraulic information contained within this statement are given for the sole purpose of lot 404 and it's associated Grading Plan. To model the hydrologic conditions, the watershed boundaries were delineated using a 2004 topographic map (NGVD29) as well as as -built information from the Stone Canyon VII Improvement Plans (PN OV12-03-34). Concentration Point (CP) 1.0 was determined to be at the south side of the property and has a peak flow discharge of 9.4 cfs. CP 1.1 through CP 1.7 are sub watersheds of CP 1.0 and have peak discharges that can be found in the table on the next page. Concentration Point 2.0 is located approximately 65 feet west of Concentration Point 1.0 and has a peak flow discharge of 0.9 cfs. (See Figure 1 and attached hydrologic worksheets in the appendix). WLB Group Inc. TABLE OF 100-YEAR POST -DEVELOPED PEAK DISCHARGES Concentration Point Drainage Area (ac.) Q100 (cfs) 1.0 1.13 9.4 1.1 1.09 9.0 1.2 0.05 0.4 1.3 0.03 0.2 1.4 0.10 0.8 1.5 0.03 0.2 1.6 0.08 0.8 1.7 0.78 6.3 2.0 0.11 0.9 2.1 0.01 0.1 2.2 0.10 0.9 .3.0 0.06 0.5 4.0 0.01 0.1 5.0* 0.02 0.2 *Note: This Concentration Point will be drained utilizing area drains connected to the water harvesting cistern. Under post developed conditions, there will be storm drain systems and channels to divert runoff around the house and discharge the runoff downstream at existing locations. (See Figure 1) The main storm drain system consists of three inlets, two roof drains, and five pipes in a branching layout containing one main line to convey the runoff. The inlets for the main storm drain system consist of catch basin inlets at CP 1.4, CP 1.6, and CP 1.7. The flow from the roof drain inlets connecting to this storm drain system have been combined into CP 1.6 because the flows are minimal and will not affect the performance of the system. See Figure 1 for inlet information such as rim and invert elevations. The pipes utilized in the storm drain system are The Group Inc. Reinforced Concrete Pipe (RCP) in 18" and 12" diameters. See Figure 1 for pipe lengths, slopes, and sizes. Two other simple storm drain systems are utilized to convey runoff with the upstream inlets at CP 1.2 and CP 2.2. Corrugated Metal Pipe (CMP) in 18" and 12" diameters were utilized for these systems. See Figure 1 for pipe lengths, slopes, and sizes. To analyze the hydraulic performance of the storm drain systems on this project Bentley Systems, Inc. StormCAD Version 5.6 was used. Computer printouts from this program are included in the Appendix of this statement. The storm drain system was designed to convey the entire 100-year peak discharge around the house. Grate inlets were also analyzed with the storm drain system and these calculations can found in the appendix. Drainage channel X1.0 is a triangular channel with 1:1 side slopes, peak flow of 9.4 cfs, 4.39% longitudinal slope, a velocity of 5.25 fps and a flow depth of 1.34'. Drainage channel X1.2 is a trapezoidal channel with 1:1 side slopes, bottom width of 1', peak flow of 0.4 cfs, 1.89% longitudinal slope, a velocity of 1.64 fps and a flow depth of 0.20'. Drainage channel X1.3 is a triangular channel with 1:1 side slopes, peak flow of 0.2 cfs, 3.45% longitudinal slope, a velocity of 1.83 fps and a flow depth of 0.33'. Drainage channel X1.5 is a triangular channel with 1:1 side slopes, peak flow of 0.2 cfs, 1.98% longitudinal slope, a velocity of 1.49 fps and a flow depth of 0.37'. Channels found on this site were rated using the FlowMaster program, Version 8, from Bentley Systems, Inc. Computer printouts from this program are included in the Appendix of this statement. Channel locations and details can be found on Figure 1 of the appendix. If you should have any further questions and/or comments, please contact David Little or myself at 881-7480. Sincerely, The WLB Group, Inc. Colin Potter, EIT Hydrologic/Hydraulic Designer LOT 404—STONE CANYON vil - RANCHO VISTOSO 19 APPENDIX Ti EWLBGRouP INc LOT404—STONE CANYON Ull - RANCHO VISTOSO 11 FIGURES & MAPS THE GRouP 1Nc W*' i / / - i" SPACE ' STONE CANYON VII \ \ v i v i 1\\ ♦ \ BK \ 61 `PG. 15. \ v yv 1 Aif LOT 399 STONE CANYON II BK. 61, PG. 0 6 .\ EXIST. GRADE VARIES MATCH EXIST. GRADE 4 LOT 405 STONE CANYON VII BK. 61, PG. 15. --Lot 404 76,170 S.F. 'TYPE 4 CB W/ 1-EF1 GRATE 1.75 Acres -PER PC/COT STD. DTL. 309\ -_ -- - - RIM=57,.00\\ INV.=51.67�� I \ 1.7 33.16 L.F. (TOTAL) 8" P \TYPE 4 CB W/ 1-EF1 GRATE\ PER PC/COT STD. DTL. 309,- RIM=55.00 \INV.=53.00 ; � - i/� 9.90 L.F. ,18 CMP ' @ 2.00% SLOPE 18" JUNCTION; INV.=52.80 30.10 L.F. 18" CMP--' i / @ 2.00% SLOPE STORM DRAIN RUN_ B \ \ \ 18" JUNCTION / INV.=52;20 \ / ! A \ 4.58 L.F. 12" CM.P V) \` ®2 00% SLOPE \8.36, L.F. 18" @ 2.00% _ SLOPE \\\\�� ; \18" JUNCTIO _ INV.=52.11 \ `38.33 L.F. 18" CMP @ 2.90% SLOPE \� PIPET OULET\ \�\ INV.=51.00 �. 1.0' 015' 1.0' MIN. MIN. I5% MIN. -0.5' MIN. 1 A �_ Al1 TRAPAZOIDAL DRAINAGE CHANNEL NOTE: MINIMUM CHANNEL DEPTH=0.5' NU X-SECTION O,00 (CFS) SLOPE (MIN.) n d fb D X1.2 0.40 1.89% 0.036 0.20 0.04' 0.24' 0' 2 0' 4 0' 6 0' LI CONTOUR INTERVAL = 1' Engineering Planning Surveying The Landscape Architecture Urban Design WL- Offices located in Tucson, Phoenix, and Flagstaff, Arizona, and Las Vegas, Nevada G rou 4444 East Broadway Boulevard, "C Tucson, Arizona 85711 (520) 881-7480 MA X f/ F yl IC!� 4. l\ �MESA i WI SL � I ;�/!�/,z/ /- / 12" AREA DRAI RIM=54.5G INV.=52.30 AREA DRAIN ,' \ . RI M=55.OQ 1 IX \ INV.=49.27 \\\ \,\X 1. 5, UWFRW�Rm ON 00, r�� ►�i- F 1.3 STORM DRAIN RUN A I - �LLY� \ / i OX -71.65 L.F. 18" RCP 2.00% SLOPE 1.2 / X1.! IPE OUTLET' -45.00 N TYPE 4 CB W/ 1-EF1 GRATE / - - \ i PER PC/COT STD. DTL. 309 1 RIM=47.OQ ' \ \INV.=42.95 PIPE OUTLE STORM DRAIN RUN C INV.=42.00 i 61.75 L.F. 18 CMP '4,00 @3,00% SLOPE s„o 1.0 7X1.0-00"O' I/ - , 1 j OPEN SPACE f/ STONE CANYON VII li f f% l/ BK. 61, PG. 15. j # it �;•i� 11 TABLE OF 100-YEAR POST DEVELOPED PEAK DISCHARGES CONC. PT DRAINAGE AREA (ac) Q100 (cfs) 1.0 1.13 9.4 1.1 1.09 9.0 1.2 0.05 0.4 1.3 0.03 0.2 1.4 0.10 0.8 1.5 0.03 0.2 1.6 0.08 0.8 1.7 0.78 6.3 2.0 0.11 0.9 2.1 0.01 0.1 2.2 0.10 0.9 3.0 0.06 0.5 4.0 0.01 0.1 _ 5.0* 0.02 0.2 71 *NOTE: THIS CONCENTRATION POINTS WILL BE DRAINED UTILIZING AREA DRAINS AND CONNECTED TO WATER HARVESTING CISTERN LEGEND EXIST. GRADE VARIES 0.5' 1.0' MIN. MIN. 1 15% MIN. 1 MATCH EXIST. GRADE � 1 4 0.5' MIN. 2 TRIANGULAR DRAINAGE CHANNEL NOTE: MINIMUM CHANNEL DEPTH=0.5' NO SCALE X-SECTION 01, (CFS) SLOPE (MIN.) n d fb D X1.0 9.4 4.39% 0.036 1.34' 0.30' 1.64' X1,3 0.2 3.45% 0.036 0.33' 0.06' 0.39' X1.5 0.2 1.98% 0.036 0.37' 0.07' 0.44' KEYNOTES: �\ U �_ 12 �nr. nn r�., ARLA Um 11N �\ n8 " n •n ra �n r,no-s SLOPE U �0.18 18 r\� u.uU;o RIM=56.50 INV.=54.50 70 18" JUNCTION INV.=46.44 O2 5.17 L.F. 8" PVC @ 2.00% SLOPE ® 5.19 L.F. 18" RCP @ 3.00% SLOPE O 8" PVC OUTLET WITH CAN ALE 012" AREA DRAIN INV.=54.40 RIM=49.50 ®18" JUNCTION INV.=46.75 INV.=46'59 O T74 18 RCP @ 2.00% SLOPE N - - - - - - WATERSHED BOUNDARY N EXISTING MAJOR CONTOUR L ,_�,---- -- EXISTING MINOR CONTOUR ---3140 PROPOSED MAJOR CONTOUR o a_ -_ PROPOSED MINOR CONTOUR PROPERTY BOUNDARY E a 1.0 CONCENTRATION POINT m 3 0 �- FLOW DIRECTION X1.1 0 CONSTRUCTED CHANNEL SECTION a AREA DRAINS INTO BREEZEWAY Q a RIVER SYSTEM AND IS RECYCLED o a El POST-DEVELOPED WATERSHED MAP rl- z 0 LOT 404-STORE CANYON VEIGHBORHOOD RANCmu0 2 jo-% I ORO VALLEY, ARIZONA FIGURE 1 VVLB JOB # 185050 R B06 0400 FEBRUARY 2012 m � LOT404—STONECAM'ONVII - RANCHO VisTOSO 11 HYDROLOGIC WORKSHEETS THE WLBGRouP INC HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 1.033 A2 0.10 A3 0.00 TOTAL AREA At 1.13 [AC] DRAINAGE LENGTH [FT] 438 [FT] ELEVATION TOP OF DRAINAGE AREA 3237.00 AT STRUCTURE 3134.00 DRAINAGE AREA SLOPE [%] 23.52 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.621 PEAK DISCHARGE Qp = C i A 47[CFS] HA185050\NEIGH 11\Stone 7TLot 4041[Rational Meth CP 1.0.x1s]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VI Lot 404 DRAINAGE CONCENTRATION POINT: 1.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 1.033 A2 0.10 A3 0.00 TOTAL AREA At 1.13 [AC] DRAINAGE LENGTH [FT] 438.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3237.00 AT STRUCTURE 3134.00 DRAINAGE AREA SLOPE [%] 23.52 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.79 PEAK DISCHARGE Qp = C i A 9 4 [CFS] HA185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 1.0.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.1 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.987 A2 0.10 A3 0.00 TOTAL AREA At 1.09 [AC] DRAINAGE LENGTH [FT] 412 [FT] ELEVATION TOP OF DRAINAGE AREA 3237.00 AT STRUCTURE 3134.00 DRAINAGE AREA SLOPE [%] 25.00 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.622 PEAK DISCHARGE Qp = C i A B JCFS] H:\185050\NEIGH 11\Stone ALM 404\[Rational Meth CP 1.1.x1s]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.1 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.987 A2 0.10 A3 0.00 TOTAL AREA At 1.09 [AC] DRAINAGE LENGTH [FT] 412.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3237.00 AT STRUCTURE 3134.00 DRAINAGE AREA SLOPE [%] 25.00 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT WEIGHTED RUNOFF COEFFICIENT PEAK DISCHARGE Qp = C i A HA185050\NEIGH MStone 71Lot 4041[Rationa1 Meth CP 1.1.x1s)A 90 [CFS] HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.2 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.025 A2 0.02 A3 0.00 TOTAL AREA At 0.05 [AC] DRAINAGE LENGTH [FT] 103.66 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3147.00 DRAINAGE AREA SLOPE [%] 40.52 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.746 PEAK DISCHARGE Qp = C i A ` 0_.2i [CFS] HA185050\NEIGH 1I Stone ALM 404\[Rational Meth CP 1.2.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.2 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.025 A2 0.02 A3 0.00 TOTAL AREA At 0.05 [AC] DRAINAGE LENGTH [FT] 103.66 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3147.00 DRAINAGE AREA SLOPE [%] 40.52 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR. 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE Qp = C i A 0.4 [CFS] H:\185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 1.2.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.3 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.026 A2 0.00 A3 0.00 TOTAL AREA At 0.03 [AC] DRAINAGE LENGTH [FT] 85.3 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3159.10 DRAINAGE AREA SLOPE [%] 35.05 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.590 PEAK DISCHARGE Qp = C i A 0.11 [CFS] HA185050\NEIGH 11Ztone 7\Lot 404\[Rational Meth CP 1.3.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.3 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.026 A2 0.00 A3 0.00 TOTAL AREA At 0.03 [AC] DRAINAGE LENGTH [FT] 85.30 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3159.10 DRAINAGE AREA SLOPE [%] 35.05 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.77 PEAK DISCHARGE Qp = C i A 0.2 [CFS] HA185050\NEIGH 11\Stone 7TLot 404\[Rational Meth CP 1.3.xls)A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.4 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.076 A2 0.02 A3 0.00 TOTAL AREA At 0.10 [AC] DRAINAGE LENGTH [FT] 85.3 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3159.10 DRAINAGE AREA SLOPE [%] 35.05 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.663 PEAK DISCHARGE Qp = C i A 0.4 [CFS] H:1185050\NEIGH 11\Stone Mot 4041[Rational Meth CP 1.4.xIsjA HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.4 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.076 A2 0.02 A3 0.00 TOTAL AREA At 0.10 [AC] DRAINAGE LENGTH [FT] 85.30 [FT] ELEVATION TOP OF DRAINAGE AREA 3189.00 AT STRUCTURE 3159.10 DRAINAGE AREA SLOPE [%] 35.05 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00.[IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT WEIGHTED RUNOFF COEFFICIENT PEAK DISCHARGE Qp = C i A HA185050\NEIGH 11\,Stone 7TLot 404\(Rational Meth CP 1.4.z1s]A 0.8 [CFS] HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.5 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.029 A2 0.00 A3 0.00 TOTAL AREA At 0.03 [AC] DRAINAGE LENGTH [FT] 69.02 [FT] ELEVATION TOP OF DRAINAGE AREA 3195.00 AT STRUCTURE 3165.00 DRAINAGE AREA SLOPE [%] 43.47 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.590 PEAK DISCHARGE Qp = C i A 0.1 [CFS] HA185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 1.5.xis]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.5 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.029 A2 0.00 A3 0.00 TOTAL AREA At 0.03 [AC] DRAINAGE LENGTH [FT] 69.02 [FT] ELEVATION TOP OF DRAINAGE AREA 3195.00 AT STRUCTURE 3165.00 DRAINAGE AREA SLOPE [%] 43.47 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.77 PEAK DISCHARGE Qp = C i A 0.2 [CFS] H:1185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 1.5.xls)A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.6 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.020 A2 0.06 A3 0.00 TOTAL AREA At 0.08 [AC] DRAINAGE LENGTH [FT] 59.51 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3156.00 DRAINAGE AREA SLOPE [%] 8.40 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.856 PEAK DISCHARGE Qp = C i A 0.54CFS] H1185050\NEIGH 11\Stone Mot 404\[Rational Meth CP 1.6.x1s]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.6 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.020 A2 0.06 A3 0.00 TOTAL AREA At 0.08 [AC] DRAINAGE LENGTH [FT] 59.51 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3156.00 DRAINAGE AREA SLOPE [%] 8.40 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.91 PEAK DISCHARGE Qp = C i A 0.8 [CFS] HA185050\NEIGH 11\Stone nW 404\[Rational Meth CP 1.6.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.7 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.760 A2 0.02 A3 0.00 TOTAL AREA At 0.78 [AC] DRAINAGE LENGTH [FT] 258 [FT] ELEVATION TOP OF DRAINAGE AREA 3229.00 AT STRUCTURE 3157.00 DRAINAGE AREA SLOPE [%] 27.91 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.599 PEAK DISCHARGE Qp = C i A 1 [CFS] HA185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 1.7.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 1.7 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.760 A2 0.02 A3 0.00 TOTAL AREA At 0.78 [AC] DRAINAGE LENGTH [FT] 258.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3229.00 AT STRUCTURE 3157.00 DRAINAGE AREA SLOPE [%] 27.91 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.77 PEAK DISCHARGE Qp = C i A 6.3[CFS] H:\185050\NEIGH 11\Stone Mot 404\[Rational Meth CP 1.7.xIsjA HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.078 A2 0.03 A3 0.00 TOTAL AREA At 0.11 [AC] DRAINAGE LENGTH [FT] 438 [FT] ELEVATION TOP OF DRAINAGE AREA 3187.60 AT STRUCTURE 3155.00 DRAINAGE AREA SLOPE [%] 7.44 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.687 PEAK DISCHARGE Qp = C i A 10.5 [CFS] HA185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 2.0.x1s]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.078 A2 0.03 A3 0.00 TOTAL AREA At 0.11 [AC] DRAINAGE LENGTH [FT] 438.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3187.60 AT STRUCTURE 3155.00 DRAINAGE AREA SLOPE [%] 7.44 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 1 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.82 PEAK DISCHARGE Qp = C i A 0.9 [CFS] HA185050\NEIGH 11\Stone ALM 404\[Rational Meth CP 2.0.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.1 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.007 A2 0.00 A3 0.00 TOTAL AREA At 0.01 [AC] DRAINAGE LENGTH [FT] 23.63 [FT] ELEVATION TOP OF DRAINAGE AREA 3163.30 AT STRUCTURE 3154.50 DRAINAGE AREA SLOPE [%] 37.24 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.590 PEAK DISCHARGE Qp = C i A 0 0; [CFS] H:\185050\NEIGH 11\Stone TLot 404\[Rational Meth CP 2.1.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.1 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.007 A2 0.00 A3 0.00 TOTAL AREA At 0.01 [AC] DRAINAGE LENGTH [FT] 23.63 [FT] ELEVATION TOP OF DRAINAGE AREA 3163.30 AT STRUCTURE 3154.50 DRAINAGE AREA SLOPE [%] 37.24 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT WEIGHTED RUNOFF COEFFICIENT PEAK DISCHARGE Qp = C i A HA185050WEIGH 11\Stone 7\W 404\[Rational Meth CP 2.1.x1s)A 01 [CFS] HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.2 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.070 A2 0.03 A3 0.00 TOTAL AREA At 0.10 [AC] DRAINAGE LENGTH [FT] 102.09 [FT] ELEVATION TOP OF DRAINAGE AREA 3187.60 AT STRUCTURE 3155.00 DRAINAGE AREA SLOPE [%] 31.93 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 6.65 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.695 PEAK DISCHARGE Qp = C i A 0.5i [CFS] H:\185050\NEIGH 111Stone MW 404\[Rational Meth CP 2.2.x1s]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 2.2 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.070 A2 0.03 A3 0.00 TOTAL AREA At 0.10 [AC] DRAINAGE LENGTH [FT] 102.09 [FT] ELEVATION TOP OF DRAINAGE AREA 3187.60 AT STRUCTURE 3155.00 DRAINAGE AREA SLOPE [%] 31.93 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 5 [min] RAINFALL INTENSITY 10.50 [IN/HR] RUNOFF COEFICIENT WEIGHTED RUNOFF COEFFICIENT PEAK DISCHARGE Qp = C i A HA185050\NEIGH 11\Stone 7\W 404\[Rational Meth CP 2.2.x1s]A 09 [CFS] HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 3.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0.06 A3 0.00 TOTAL AREA At 0.06 [AC] DRAINAGE LENGTH [FT] 438 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 5.88 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.940 PEAK DISCHARGE Qp = C i A 0 3 [CFS] HA185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 3.0.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VI I Lot 404 DRAINAGE CONCENTRATION POINT: 3.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0.06 A3 0.00 TOTAL AREA At 0.06 [AC] DRAINAGE LENGTH [FT] 438.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE - 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 9.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.96 PEAK DISCHARGE Qp = C i A 0 5' [CFS] H:\185050\NEIGH 11\Stone 7\Lot 404\[Rational Meth CP 3.0.xis]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 4.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0.01 A3 0.00 TOTAL AREA At 0.01 [AC] DRAINAGE LENGTH [FT] 438 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 5.88 [IN/HR] RUNOFF COEFFICIENT C1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.940 PEAK DISCHARGE Qp = C i A 0.1 [CFS] HA185050\NEIGH 11\Stone 711-ot 4WIRational Meth CP 4.0.xls)A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 4.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0,01 A3 0.00 TOTAL AREA At 0.01 [AC] DRAINAGE LENGTH [FT] 438.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 9.50 [IN/HR] RUNOFF COEFICIENT C1 0.77 C2 0.96 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.96 PEAK DISCHARGE Qp = C i A G. 1 [CFS] H1185050WEIGH 11Ztone 7lot 404\[Rational Meth CP 4.0.xls]A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 5.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 10 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0.02 A3 0.00 TOTAL AREA At 0.02 [AC] DRAINAGE LENGTH [FT] 438 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 2.40 [IN] P = 24 HOUR 3.20 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 1.90 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 5.88 [IN/HR] RUNOFF COEFFICIENT C 1 0.59 C2 0.94 C3 0 WEIGHTED RUNOFF COEFFICIENT 0.940 PEAK DISCHARGE Qp = C i A 0.11[CFS] HA185050WEIGH 11\Stone 7\Lot 404\[Rational Meth CP 5.0.x1s)A HYDROLOGIC DESIGN DATA SHEET RATIONAL METHOD LOCATION DATA LOCATION: Rancho Vistoso Neighborhood 11; Stone VII Lot 404 DRAINAGE CONCENTRATION POINT: 5.0 (Post Developed Conditions) DESIGN DATA DESIGN FREQUENCY 100 YEAR DRAINAGE AREA [AC] Al 0.000 A2 0.02 A3 0.00 TOTAL AREA At 0.02 [AC] DRAINAGE LENGTH [FT] 438.00 [FT] ELEVATION TOP OF DRAINAGE AREA 3161.00 AT STRUCTURE 3159.00 DRAINAGE AREA SLOPE [%] 0.46 [%] PRECIPITATION P= 6 HOUR 3.60 [IN] P = 24 HOUR 4.60 [IN] DESIGN COMPUTATIONS PRECIPITATION P1 = 1 HOUR 3.00 [IN] TIME OF CONCENTRATION 7 [min] RAINFALL INTENSITY 9.50 [IN/HR] RUNOFF COEFICIENT WEIGHTED RUNOFF COEFFICIENT PEAK DISCHARGE Qp = C i A H:\185050\NEIGH 11'Stone TLot 404\[Rational Meth CP 5.0.xls]A 02 [CFS] LOT404-STONE CANYONVII - RANCHO VisTOSO 91 STORM DRAIN SYSTEM Tr-- MB GRow, , INc Scenario: Base 1-1 1-3 Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run a.stm WLB Tucson StormCAD v5.6 [05.06.012.00] 02/23/12 09:08:1-,QWntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base WLB Group Storm.CAD Report Label Upstrearr DownstrearTTotal Flo Length Section --onstructec Velocity Velocity pstrean- Upstrearr Hydraulic ownstrea ownstrea Hydraulic Energy Energy pstrea ownstream Node Node (cfs) (ft) Size Slope In Out Invert Ground Grade Invert Ground Grade Grade Grade Cover Cover escriptio (ft/ft) (ft/s) (ft/s) Elevation Elevation Line In Elevation Elevation Line Out Line In Line Out (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 1-1 J-1 6.30 50.79 18 inch 0.100020 5.21 3.65 51.67 57.00 52.64 46.59 48.00 48.00 53.06 48.21 3.83 -0.09 P-2 J-1 J-2 7.10 7.76 18 inch 0.019330 4.64 4.14 46.59 48.00 47.80 46.44 48.00 47.84 48.14 48.10 -0.09 0.06 P-3 J-2 0-1 7.90 71.65 18 inch 0.020098 5.75 8.47 46.44 48.00 47.53 45.00 46.50 45.78 48.04 46.90 0.06 0.00 P-4 1-2 J-1 0.80 5.19 12 inch 0.030829 1.02 .1.02 46.75 49.50 48.00 46.59 48.00 48.00 48.02 48.02 1.75 0.41 P-5 1-3 J-2 0.80 28.28 12 inch 0.100071 2.99 1.02 49.27 55.00 49.64 46.44 48.00 47.84 49.78 47.85 4.73 0.56 Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\Iot 404\stormcad\run a.stm WLB Tucson StormCAD v5.6 [05.06.012.00] 02/23/12 09:08:26 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 SO A O 00 C, �'O o, K, 0+00 Profile Scenario: Base Profile: Run A Scenario: Base VV0 $ 00LOr-0 Ln In (6 O Lq "t O (D t+n d � 06 't O C C O Q r_.._�......>._..>- > E-- � U) q c c IY U) s , o inch 0 r9330414 't- V- � 00 O In to to +`r �(° r C� �. r > 0 6W—.s crU) d (� 0 (6 O�'to(D 'n � 06 It 0c`t'a -MN> > > - 7 -7 U) C C C lY U) 1.65 ft 18 nch OS' 0.02p098 on( eft 1+00 31 9I 55.00 50.00 Elevation (ft) E, Well] .._.......... , 40.00 2+00 Station (ft) Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run a.stm WLB Tucson StormCAD v5.6 [05.06.012.001 02/23/12 09:07:58 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base J-3 Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run b.stm WLB Tucson StormCAD v5.6 [05.06.012.00] 02/23/12 09:14:34 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base WLB Group StormCAD Report Label Upstrearr DownstreartTotal Flm& Length Section Z:onstructec Velocity Velocity Upstrearr UpstrearrHydraulic ownstrea ownstrea Hydraulic Energy Energy Upstrearr Downstream Node Node (cfs) (ft) Size Slope In Out Invert Ground Grade Invert Ground Grade Grade Grade Cover Cover escriptio (ft/ft) (ft/s) (ft/s) Elevation Elevation Line In Elevation Elevation Line Out Line In Line Out (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 1-1 J-1 0.90 9.90 18 inch 0.020202 2.83 2.16 53.00 55.00 53.35 52.80 55.00 53.23 53.48 53.30 0.50 0.70 P-2 J-1 J-2 0.90 30.10 18 inch 0.019934 2.83 1.85 52.80 55.00 53.15 52.20 55.00 52.68 53.28 52.73 0.70 1.30 P-3 J-2 J-3 1.00 8.36 18 inch 0.010766 2.44 2.23 52.20 55.00 52.62 52.11 55.00 52.56 52.72 52.64 1.30 1.39 P-4 J-3 0-1 1.00 38.33 18 inch 0.028959 2.92 3.54 52.11 55.00 52.48 51.00 52.50 51.33 52.62 51.52 1.39 0.00 P-5 1-2 J-2 0.10 4.58 12 inch 0.021834 0.37 0.27 52.30 54.50 52.68 52.20 55.00 52.68 52.68 52.68 1.20 1.80 Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run b.stm WLB Tucson StormCAD v5.6 [05.06.012.001 02/23/12 09:14:21 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 � 000cv-0 N 0 Oq 000 �o ONInON + C'MO 0L0000 ��� O cQ O to . . •Q ��l U) — —co� T > : U) !Y U) \ \ 9. 90 p-1 ft COP S �$ Inch °• °20202 Mp eft Profile Scenario: Base Profile: Run B Scenario: Base r- OON4fO N N N O N ONNLnON +' LC) Ln � L6 LID 7� OC CQ N > > > E C E 4t 4 yam— , 4— T T"• C�f T— `'_ T_ N O T- 00 N Ln O N d'L �L6LO LO O � Q Q. �AZ) M» -; U) C C (n / ctt = 55.00 Elevation (ft) 30• P-2 8.36 ft r j J 10 ft 18 inch S _ inch CMP S ; ° 0 y993 CMp 0 �10766 ft/ ............._...--._..----4 fgft_.- ...... - ............ .... ........ - ---.-.--.....-................._ft ...-....-----..___.............._................_...._........................ 50.00 0+00 0+50 38 33 ft yg 4 1 +00 � S ' ° inch C 0289s9 A4p Station (ft) Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run b.stm WLB Tucson Storm CAD v5.6 [05.06.012.00] 02/23/12 09:14:12 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 0-1 Scenario: Base R-1 Title: Lot 404 h:\...\neigh 11\stone 7\lot 404\stormcad\run c.stm WLB Tucson 02/23/12 09:16:37 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 1-1 Project Engineer: ebeam StormCAD v5.6 [05,06.012.001 Page 1 of 1 Scenario: Base WLB Group StormCAD Report Label Upstream DownstrearrTotal FloA Length Section :;onstructec Velocity Velocity Upstrearr UpstrearrHydraulic:)ownstreart:)ownstreary Hydraulic Energy Energy Upstrearr Downstream Node Node (cfs) (ft) Size Slope In Out Invert Ground Grade Invert Ground Grade Grade Grade Cover Cover escriptio (ft/ft) (ft/s) (ft/s) Elevation Elevation Line In Elevation Elevation Line Out Line In Line Out (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 1-1 0-1 0.40 31.75 18 inch 0.029921 2.28 2.73 42.95 47.00 43.18 42.00 43.50 42.21 43.26 42.32 2.55 0.00 Title: Lot 404 Project Engineer: ebeam h:\...\neigh 11\stone 7\lot 404\stormcad\run c.stm WLB Tucson StormCAD v5.6 [05.06.012.00] 02/23/12 09:16:31 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Base Profile: Run C 4--1 U') o " o N Scenario: Base +!�Nt __ ... ..... ..... .......... _ __ r ca t E U Fr p 0 p00 N N LC) N M d c'j + O El 6Cn 6�co C� S 8 inch 0. 02* C44P ftlft 0+00 MINOR 45.0glevation (ft) j 40.00 1+00 Station (ft) Title: Lot 404 h:\...\neigh 11\stone 7\lot 404\stormcad\run c.stm WLB Tucson 02/23/12 09:16:22 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: ebeam StormCAD v5.6 [05.06.012.001 Page 1 of 1 LOT 404 —STONE CANYON Vll - RANCHO UlSTQSO 9 i GRATE INLETS Ti EWLBGRouP, INc PROJECT: WLB NO: DESCRIPTION: DATE: Type of Grate Number of Grates Area, fe Perimeter, ft GRATE INLET LOT 404-ALI RESIDENCE 185050-R-1306/0400 CP 1.2 2/22/2012 Q100= 0.40 Grate Layout EF-1 Width, ft 1.97 #1 1 Length, ft 3.33 4.67 Wing, ft 10.60 Y, ft 1.00 Required Perimeter,ft (Clogging) 0.27 Required Area,ft (Clogging) 0.15 DEPTH (FT) ' PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) 'WEIR EQ. CFS 'ORIFICE EQ. CFS 0.05 10.60 4.67 0.36 5.58 0.36 0.18 0.10 10.60 4.67 1.01 7.90 1.01 0.50 0.15 10.60 4.67 1.85 9.67 1.85 0.92 0.20 10.60 4.67 2.84 11.17 2.84 1.42 0.25 10.60 4.67 3.98 12.48 3.98 1.99 0.30 10.60 4.67 5.23 13.67 5.23 2.61 0.35 10.60 4.67 6.58 14.77 6.58 3.29 0.40 10.60 4.67 8.04 15.79 8.04 4.02 0.45 10.60 4.67 9.60 16.75 9.60 4.80 0.50 10.60 4.67 11.39 17.73 11.39 5.70 0.53 10.60 4.67 12.42 18.25 _ 12.42 6.21 0.55 10.60 4.67 13.13 18.59 13.13 6.56 0.60 1 10.60 4.67 14.94 19.41 14.94 7.47 0.65 10.60 4.67 16.83 20.20 16.83 8.42 0.70 10.60 4.67 18.80 20.95 18.80 9.40 0.75 10.60 4.67 20.84 21.69 20.84 10.42 0.80 10.60 4.67 22.94 22.39 22.39 11.20 0.85 10.60 4.67 25.11 23.08 23.08 11.54 0.90 10.60 4.67 27.35 23.74 23.74 11.87 0.95 10.60 4.67 29.65 24.39 24.39 12.20 1.00 10.60 4.67 32.01 25.02 25.02 12.51 1.05 10.60 4.67 34.43 25.64 25.64 12.82 1.10 10.60 4.67 36.91 26.24 26.24 13.12 1.15 10.60 4.67 39.44 26.83 26.83 13.41 1.20 10.60 4.67 42.03 27.40 27.40 13.70 1.25 10.60 4.67 44.68 27.96 27.96 13.98 1.30 10.60 4.67 47.37 28.51 28.51 14.26 1.35 10.60 4.67 50.12 29.06 50.12 25.06 1.40 10.60 4.67 52.93 29.59 52.93 26.46 1.45 10.60 4.67 55.78 30.11 55.78 27.89 1.50 10.60 4.67 58.68 30.62 58.68 29.34 1.55 10.60 4.67 1 61.63 31.13 61.63 30.81 1. Weir equation for grate inlet: Q=3.OP9Yw 2. Orifice equation for grate inlet: Q=5.35AYln " Calculated clogging for office flow is 200% times the required perimeter. The required perimeter is one half of a EF-1 grate STD. DTL. 311 Thus, as per the clogging requirements, the grate inlet has been rated for 1 EF-1 grate, but the ponding depth has been rated for double the discharge INLET RATING_1.2.xls PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-R-606/0400 DESCRIPTION: CP 1.4 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, ft2 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.80 DEPTH (FT) • PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) 'WEIR EQ. CFS 'ORIFICE EQ. CFS 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 1 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 4.42 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: Q=3.0P,Y312 Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY"2 Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain, but the ponding depth has been rated for double the discharge INLET Area Drain 1.4.xis PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-R-B06/0400 DESCRIPTION: CP 1.6 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, ft2 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.80 DEPTH (FT) ' PERIM. (FT) AREA (SQ.FT) DISCHARGE (CFS) CONTROL DESIGN (CFS) + WEIR EQ. CFS(CFS)(CFS) 2 ORIFICE EQ. 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 4.42 1 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 1 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: 0=3.0P,Y= Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY" Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain, but the ponding depth has been rated for double the discharge INLET Area Drain 1.6.xis PROJECT: WLB NO: DESCRIPTION: DATE: Type of Grate Number of Grates Area, ft2 Perimeter, ft GRATE INLET LOT 404-ALI RESIDENCE 185050-R-B06/0400 CP 1.7 2/22/2012 Q100= 6.30 Grate Layout EF-1 Width, ft 1.97 #1 1 Length, ft 3.33 4.67 Wing, ft 10.60 Y, ft 1.00 Required Perimeter,ft (Clogging) 4.20 Required Area,ft (Clogging) 2.36 DEPTH ( * RI PRIM. AREA (AR A DISCHARGE (CFS) (CFS) CONTROL DESIGN (CFS) I WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 10.60 4.67 0.36 5.58 0.36 0.18 0.10 10.60 4.67 1.01 7.90 1.01 0.50 0.15 10.60 4.67 1.85 9.67 1.85 0.92 0.20 10.60 4.67 2.84 11.17 2.84 1.42 0.25 10.60 4.67 3.98 12.48 3.98 1.99 0.30 10.60 4.67 5.23 13.67 5.23 2.61 0.35 10.60 4.67 6.58 14.77 6.58 3.29 0.40 10.60 4.67 8.04 15.79 8.04 4.02 0.45 10.60 4.67 9.60 16.75 9.60 4.80 0.50 10.60 4.67 11.39 17.73 11.39 5.70 0.53 10.60 4.67 12.42 18.25 12.42 6.21 0.55 10.60 4.67 13.13 18.59 13.13 6.56 0.60 10.60 4.67 14.94 19.41 14.94 7.47 0.65 10.60 4.67 16.83 20.20 16.83 8.42 0.70 10.60 4.67 18.80 20.95 18.80 9.40 0.75 10.60 4.67 20.84 21.69 20.84 10.42 0.80 10.60 4.67 22.94 22.39 22.39 11.20 0.85 10.60 4.67 25.11 23.08 23.08 11.54 0.90 10.60 4.67 27.35 23.74 23.74 11.87 0.95 10.60 4.67 29.65 24.39 24.39 12.20 1.00 10.60 4.67 32.01 25.02 25.02 12.51 1.05 10.60 4.67 34.43 25.64 25.64 12.82 1.10 10.60 4.67 36.91 26.24 26.24 13.12 1.15 10.60 4.67 39.44 26.83 26.83 13.41 1.20 10.60 4.67 42.03 27.40 27.40 13.70 1.25 10.60 4.67 44.68 27.96 27.96 13.98 1.30 10.60 4.67 47.37 28.51 28.51 14.26 1.35 10.60 4.67 50.12 29.06 50.12 25.06 1.40 10.60 4.67 52.93 29.59 52.93 26.46 1.45 10.60 4.67 55.78 30.11 55.78 27.89 1.50 10.60 4.67 58.68 30.62 58.68 29.34 1.55 10.60 4.67 61.63 31.13 61.63 30.81 1. Weir equation for grate inlet: Q=3.OP,YM 2. Orifice equation for grate inlet: 0=5.35AY"2 * Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a EF-1 grate STD. DTL. 311 Thus, as per the clogging requirements, the grate inlet has been rated for 1 EF-1 grate, but the ponding depth has been rated for double the discharge INLET RATING_1.7.xls PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-R-606/0400 DESCRIPTION: CP 2.1 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, fe 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.10 DEPTH (FT) PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) 1 WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 1 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 4.42 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: Q=3.0P9Y= Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY'n * Calculated clogging for office flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain, but the ponding depth has been rated for double the discharge INLET Area Drain 2.1.xls PROJECT: WLB NO: DESCRIPTION: DATE: Type of Grate Number of Grates Area, ft2 Perimeter, ft GRATE INLET LOT 404-ALI RESIDENCE 185050-R-B06/0400 CP 2.2 2/22/2012 Q100= 0.90 Grate Layout EF-1 Width, ft 1.97 #1 1 Length, ft 3.33 4.67 Wing, ft 10.60 Y, ft 1.00 Required Perimeter,ft (Clogging) 0.60 Required Area,ft (Clogging) 0.34 DEPTH (FT) * PERIM. (FT) AREA (SQ.FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) I WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 10.60 4.67 0.36 5.58 0.36 0.18 0.10 10.60 4.67 1.01 7.90 1.01 0.50 0.15 10.60 4.67 1.85 9.67 1.85 0.92 0.20 10.60 4.67 2.84 11.17 2.84 1.42 0.25 10.60 4.67 3.98 12.48 3.98 1.99 0.30 10.60 4.67 5.23 13.67 5.23 2.61 0.35 10.60 4.67 6.58 14.77 6.58 3.29 0.40 10.60 4.67 8.04 15.79 8.04 4.02 0.45 10.60 4.67 9.60 16.75 9.60 4.80 0.50 10.60 4.67 11.39 17.73 11.39 5.70 0.53 10.60 4.67 12.42 18.25 12.42 6.21 0.55 10.60 4.67 13.13 1 18.59 13.13 6.56 0.60 10.60 4.67 14.94 19.41 14.94 7.47 0.65 10.60 4.67 16.83 20.20 16.83 8.42 0.70 10.60 4.67 18.80 20.95 18.80 9.40 0.75 10.60 4.67 20.84 21.69 20.84 10.42 0.80 10.60 4.67 22.94 22.39 22.39 11.20 0.85 10.60 4.67 25.11 23.08 23.08 11.54 0.90 10.60 4.67 27.35 23.74 23.74 11.87 0.95 10.60 4.67 29.65 1 24.39 24.39 12.20 1.00 10.60 4.67 32.01 25.02 25.02 12.51 1.05 10.60 4.67 34.43 25.64 25.64 12.82 1.10 10.60 4.67 36.91 26.24 26.24 13.12 1.15 10.60 4.67 39.44 26.83 26.83 13.41 1.20 10.60 4.67 42.03 27.40 27.40 13.70 1.25 10.60 4.67 44.68 1 27.96 27.96 13.98 1.30 10.60 4.67 47.37 28.51 28.51 14.26 1.35 10.60 4.67 50.12 29.06 50.12 25.06 1.40 10.60 4.67 52.93 29.59 52.93 26.46 1.45 10.60 4.67 55.78 30.11 55.78 27.89 1.50 10.60 4.67 58.68 30.62 58.68 29.34 1.55 10.60 4.67 61.63 31.13 61.63 30.81 1. Weir equation for grate inlet: Q=3.OP9Y312 2. Orifice equation for grate inlet: Q=5.35AY"2 * Calculated clogging for office flow is 200% times the required perimeter. The required perimeter is one half of a EF-1 grate STD. DTL. 311 Thus, as per the clogging requirements, the grate inlet has been rated for 1 EF-1 grate, but the ponding depth has been rated for double the discharge INLET RATING 2.2.xls PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-11-606/0400 DESCRIPTION: CP 3.0 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, fe 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.50 DEPTH (FT) ` PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) ' WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 1 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 1 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 4.42 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: Q=3.OP9Y312 Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY112 Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain, but the ponding depth has been rated for double the discharge INLET Area Drain 3.O.xls PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-R-1306/0400 DESCRIPTION: CP 4.0 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, ft2 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.10 DEPTH (FT) PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) 1 WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 1 4.42 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 1 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: Q=3.01P,YM Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY" Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain but the ponding depth has been rated for double the discharge INLET Area Drain 4.0.xls PROJECT: LOT 404-ALI RESIDENCE WLB NO: 185050-R-606/0400 DESCRIPTION: CID 5.0 DATE: 2/22/2012 Type of Grate 12" Diameter Area Drain Number of Grates 1 Area, ft2 0.79 Perimeter, ft 3.14 GRATE INLET Q100= 0.20 DEPTH (FT) PERIM. (FT) AREA (SQ FT) DISCHARGE (CFS) CONTROL (CFS) DESIGN (CFS) 'WEIR EQ. CFS 2 ORIFICE EQ. CFS 0.05 3.14 0.79 0.11 0.94 0.11 0.05 0.10 3.14 0.79 0.30 1.33 0.30 0.15 0.15 3.14 0.79 0.55 1.63 0.55 0.27 0.20 3.14 0.79 0.84 1.88 0.84 0.42 0.25 3.14 0.79 1.18 2.10 1.18 0.59 0.30 3.14 0.79 1.55 2.30 1.55 0.77 0.35 3.14 0.79 1.95 2.49 1.95 0.98 0.40 3.14 0.79 2.38 2.66 2.38 1.19 0.45 3.14 0.79 2.85 2.82 2.82 1.41 0.50 3.14 0.79 3.38 2.98 2.98 1.49 0.53 3.14 0.79 3.68 3.07 3.07 1.54 0.55 3.14 0.79 3.89 3.13 3.13 1.56 0.60 3.14 0.79 4.43 3.27 3.27 1.63 0.65 3.14 0.79 4.99 3.40 3.40 1.70 0.70 3.14 0.79 5.57 .3.53 3.53 1.76 0.75 3.14 0.79 6.18 3.65 3.65 1.82 0.80 3.14 0.79 6.80 3.77 3.77 1.88 0.85 3.14 0.79 7.44 3.88 3.88 1.94 0.90 3.14 0.79 8.11 4.00 4.00 2.00 0.95 3.14 0.79 8.79 4.10 4.10 2.05 1.00 3.14 0.79 9.49 4.21 4.21 2.11 1.05 3.14 0.79 10.20 4.31 4.31 2.16 1.10 3.14 0.79 10.94 4.42 4.42 2.21 1.15 3.14 0.79 11.69 4.51 4.51 2.26 1.20 3.14 0.79 12.46 4.61 4.61 2.31 1.25 3.14 0.79 13.24 4.71 4.71 2.35 1.30 3.14 0.79 14.04 4.80 4.80 2.40 1.35 3.14 0.79 14.86 4.89 14.86 7.43 1.40 3.14 0.79 15.69 4.98 15.69 7.84 1.45 1 3.14 0.79 16.53 5.07 16.53 8.27 1.50 3.14 0.79 17.39 5.15 17.39 8.70 1.55 3.14 0.79 18.26 5.24 18.26 9.13 1. Weir equation for grate inlet: Q=3.OP9Y312 Grate Layout 2. Orifice equation for grate inlet: Q=5.35AY'n * Calculated clogging for orfice flow is 200% times the required perimeter. The required perimeter is one half of a 12" diameter area drain Thus, as per the clogging requirements, the grate inlet has been rated for 1-12" diameter area drain, but the ponding depth has been rated for double the discharge INLET Area Drain 5.0.xis LOT404-STONE CANYON VII - RANCHO V/STOSO 11 CONSTRUCTED CHANNELS T-EWLBGROUP,1Nc Worksheet for Triangular Channel - X1.0 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF"Input Data Supercritical 0.036 0.04390 ft/ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 9.40 ft'/s 1.34 ft 1.79 ft2 3.78 ft 0.47 ft 2.68 ft 1.41 ft 0.03372 ft/ft 5.25 ft/s 0.43 ft 1.77 ft 1.13 Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Normal Depth 1.34 ft Critical Depth 1.41 ft Channel Slope 0.04390 ft/ft Critical Slope 0.03372 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:34:39 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Triangular Channel - X1.0 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.036 Channel Slope 0.04390 ft/ft Normal Depth 1.34 ft Left Side Slope 1.00 ft/ft (H:V Right Side Slope 1.00 ft/ft (H:V) Discharge 9.40 ft3/s Cross Section Image Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.03] 2/22/201211:34:48 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 1 Worksheet for Trapezoidal Channel - X1.2 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type ,qyF:Input Data., Manning Formula Normal Depth Subcritical 0.036 0.01890 ft/ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 1.00 ft 0.40 ft3/s 0.20 ft 0.24 ft2 1.57 ft 0.15 ft 1.41 ft 0.16 ft 0.04118 ft/ft 1.64 ft/s 0.04 ft 0.24 ft 0.69 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.20 ft 0.16 ft 0.01890 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 212212012 11:35:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 GVF Output Data Critical Slope Worksheet for Trapezoidal Channel - X1.2 0.04118 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:35:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for Trapezoidal Channel - X1.2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.036 Channel Slope 0.01890 ft/ft Normal Depth 0.20 ft Left Side Slope 1.00 ft/ft (H:V) Right Side Slope 1.00 ft/ft (H:V) Bottom Width 1.00 ft Discharge 0.40 ft$/s Cross Section Image .00 ft T G20 ft i L H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:35:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Triangular Channel - X1.3 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Manning Formula Normal Depth 0.036 0.03450 ft/ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 0.20 ft'/s Results . Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Subcritical 0.33 ft 0.11 ft2 0.93 ft 0.12 ft 0.66 ft 0.30 ft 0.05634 ft/ft 1.83 ft/s 0.05 ft 0.38 ft 0.80 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 .- GVF'Output Data u....-. Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.33 ft Critical Depth 0.30 ft Channel Slope 0.03450 ft/ft Critical Slope 0.05634 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:36:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Triangular Channel - X1.3 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Left Side Slope Right Side Slope Discharge Cross Section Image Manning Formula Normal Depth 0.036 0.03450 ft/ft 0.33 ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 0.20 ft'/s 33 it H:1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:35:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Triangular Channel - X1.5 Project Description Friction Method Manning Formula Solve For Normal Depth Input.Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type _. GVFInput Data Subcritical 0.036 0.01980 ft/ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 0.20 ft'/s 0.37 ft 0.13 ft2 1.04 ft 0.13 ft 0.73 ft 0.30 ft 0.05633 ft/ft 1.49 ft/s 0.03 ft 0.40 ft 0.61 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVFOutputData Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.37 ft 0.30 ft 0.01980 ft/ft 0.05633 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.03] 2122/201211:35:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Trianqular Channel - X1.5 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Left Side Slope Right Side Slope Discharge Cross Section Image Manning Formula Normal Depth 0.036 0.01980 ft/ft 0.37 ft 1.00 ft/ft (H:V) 1.00 ft/ft (H:V) 0.20 ft'/s 3iift L hL 9 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/22/2012 11:35:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1