Loading...
HomeMy WebLinkAboutOV120533GEOTECHNICAL INVESTIGATION, REPORT A. G. EDWARDS BUILDING TUCSON, ARIZONA Submitted To: i Rio West Development and Construction, Inc. 326 South Wilmot Road, Suite 100 Tucson, Arizona 85711 i Submitted By: AMEC Earth & Environmental, Inc. 1425 East Apache Park Place Tucson, Arizona 85714 1 October 2002 AEE Job No. 2-129-000234 1 i i am ec I 1 October 2002 AEE Job No. 2-129-000234 Rio West Development and Construction, Inc. I 326 South Wilmot Road, Suite 100 Tucson, Arizona 85711 Attention: Mr. Walter Hoge President Gentlemen: Re: Geotechnical Investigation A. G. Edwards Building Southeast Corner of Oracle Road and Suffolk Drive Tucson, Arizona Our Geotechnical Investigation Report on the referenced project is herewith submitted. The report includes the results of test drilling, laboratory analyses and engineering analyses. Recommendations for site grading and foundation, slab -on -grade and pavement design, based on the analyses, are presented. Should any questions arise concerning this report, we would be pleased to discuss them with you. Respectfully submitted, ME C Earth & Enviro ntat,,l . �\- CA v4' 12561 y� r • CLYDE L. " Clyde L Pretti, P.E. PRETTt Geotechnical Engineer copies: Addressee (2) 412v�a,�SA Gromatzky Dupree & Associates (4) TLCP Structural. Engineering (1) File (1) r amec Geotechnical Investigation AEE Job Number 2-129-000234 A. G. Edwards Building 1 October 2002 Tucson, Arizona Page i TABLE OF CONTENTS 1.0 INTRODUCTION ......................... ........... ........ ..... 1 2.0 PROJECT DESCRIPTION ................................................. 1 3.0 INVESTIGATION......................................................1 3.1 FIELD INVESTIGATION ........................................ 1 3.2 LABORATORY INVESTIGATION .. ...................... ........ 2 4.0 SITE CONDITIONS AND GEOTECHNICAL PROFILE ......................... 2 4.1 GENERAL SITE CONDITIONS ..................................... 2 4.2 GEOTECHNICAL PROFILE ....................................... 2 5.0 DISCUSSION & RECOMMENDATIONS .................................... 2 5.1 ANALYSIS OF RESULTS ......................................... 2 5.2 SHALLOW FOUNDATIONS ....................................... 3 5.2.1 Design Criteria for Downward Loads ........................... 3 5.2.2 Lateral Loads ............................................. 4 5.2.3 Estimated Settlements .......................... .......... 5 5.2.4 Seismic Design Values.......................................5 5.3 CONCRETE CAST -ON -GRADE SLABS .............................. 5 5.3.1 Slab Support.............................................5 5.3.2 Structural Design of Slabs ................................... 5 5.3.3 Moisture Protection of Slabs .................................. 6 5.3.4 Slab Construction and Curing ................................. 6 5.4 PAVEMENT DESIGN ............................................. 6 5.5 SITE GRADING ................................................. 7 5.5.1 Surface Preparation ........................................ 7. 5.5.2 Foundation Area Treatment ............... ...... ............ 7 5.5.3 Structural Fill ................ .................... 8 5.5.4 Use of Onsite Soils as Structural Fill ............................ 8 5.5.5 Granular Base Below Floor Slabs .......... .. ....... . 9 5.5.6 Fill Placement, Moisture and Compaction ............ .... 9 5.5.7 Excavation Conditions ............. ................... 10 5.6 SITE DRAINAGE & MOISTURE PROTECTION ... I. .................. • 10 5.7 SLOPE RATIO FOR PERMANENT CUTQR FILL SLOPES ............... 11 , 6.0 CLOSURE..........................................................11 APPENDICES APPENDIX A Field Investigations APPENDIX B Laboratory Results Geotechnical Investigation A. G. Edwards Building Tucson, Arizona 1.0 INTRODUCTION AEE Job No. 2-129-000234 1 October 2002 Page 1 This report presents the results of a geotechnical investigation by AMEC Earth & Environmental, Inc. (AEE) of the site of the proposed A. G. Edwards Building located at southeast corner of Oracle Road and Suffolk Drive, in Tucson, Arizona. The purpose of this investigation was to evaluate the physical properties of the soils underlying the site, in order to develop recommendations for site grading and foundation, slab -on -grade and pavement design. 2.0 PROJECT DESCRIPTION The proposed building will be single story with masonry walls and a wood roof.. The floor is a concrete slab -on -grade. It is anticipated that the maximum earthwork cut/fill should not exceed 4 feet from existing site grades. Maximum wall and column loads are expected to be light. Wall loads are not expected to exceed 4 klf and column loads are not anticipated to exceed 65 kips. 3.0 INVESTIGATION 3.1 FIELD INVESTIGATION Two exploratory borings were drilled to depths of approximately 15 feet below existing grade. The exploratory borings were drilled with a CME-75 truck -mounted drill rig advancing a 7 inch diameter, continuous flight, hollow stem auger. Standard penetration testing and sampling and open-end drive sampling were performed at selected intervals in the borings.. Upon completion of the drilling operation, the boreholes were backfilled with the drill cuttings. The results of the field investigation are presented in Appendix A, which includes'a brief description of drilling and -sampling equipment and. procedures, a site plan showing the boring locations and fth t tb i ogs o e es onngs. Geotechnical Investigation AEE Job No. 2-129-000234 A. G. Edwards Building 1 October 2002 Tucson, Arizona Page 2 3.2 LABORATORY INVESTIGATION F The laboratory investigation included testing for insitu dry density, insitu moisture content, grain size analysis, Atterberg limits, consolidation and remolded swell. The laboratory test results are presented in Appendix B. The insitu moisture and dry density values are shown on the boring logs. 4.0 SITE CONDITIONS AND GEOTECHNICAL PROFILE 4.1 GENERAL SITE CONDITIONS The site is bordered on the north by Suffolk Drive (paved), on the west by Oracle Road (paved) and on the east and south by native desert. There is a dirt drive running along the west and south side boundaries. There are overhead utilities on the west and south boundaries. There are below ground utilities on the site boundaries. The site is elevated above both Oracle Road and Suffolk Drive approximately 5 feet. No site topographic survey was available at the time of report preparation. Vegetation at the site was moderate, consisting of annual plants, brush, cacti and trees that are common to the area. No grading of the site was evident. 4.2 GEOTECHNICAL PROFILE Based on the exploratory borings and the results of the laboratory analyses, the geotechnical profile underlying the project site generally consists of a deposit of clayey sand with gravel that is generally medium plastic and weakly lime cemented: Below depths of approximately 13 to 15 feet, the soils become lower in plasticity and have.a lower gravel content. No free groundwater was encountered in' -the borings advanced for this project. -Soil. moisture contents throughout the depths explored were found to.be relatively low. 5.0 DISCUSSION & RECOMMENDATIONS 5.1 _ __ANALYSIS OF. RESULTS The near surface soils have a low settlement potential at the insitu moisture conditions under the anticipated foundation loading conditions. When wetted, the soils have a low additional settlement potential. I Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 3 The proposed foundations may be supported on the native undisturbed soils. Should the project earthwork require structural fill to be placed below foundations, the foundations may also be supported on the structural fill. 5.2 SHALLOW FOUNDATIONS 5.2.1 Design Criteria for Downward Loads The recommended design criteria for shallow foundations bearing on firm native soils or on structural fill are as follows: Minimum Foundation Depth (feet) 1.5 2.0 Allowable Soil Bearing Pressure (psf) 2,000 2,500 The SITE GRADING portion of this report presents recommendations regarding soil compaction and structural fill placement below the bottom of foundations. The foundation depths noted above are referenced below lowest adjacent grade. For interior foundations, lowest adjacent grade is finish slab grade. For exterior foundations, lowest adjacent grade is defined as the lowest exterior finish grade within 5 feet of the foundation elements. The minimum recommended widths of square and continuous footings are 2.0 and 1.33 feet, respectively. The bearing pressures apply to dead loads plus design live loads. The above bearing pressures may be increased by one-third when considering total loads that include short term wind or seismic. loads. Foundations that are adjacent to lower foundations should be stepped down such that the edge of the foundation near the lower foundation is below a line projected upward from the nearby lower foundation base at a 45 degree angle. The upper foundation should also be placed below the level of the lower foundation backfill soils. - - - - - Where foundations adjoin nearby sloping ground, a minimum horizontal setback of 5 feet should be maintained between the slope face and the edge of the footing adjoining the slope. r f Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 4 Foundation excavations should be observed by the geotechnical engineer during construction to verify bearing on properly compacted structural fill or on firm native soils. The geotechnical engineer may recommend compaction_ of native soils in the bottom of foundation excavations. If, during site inspections, soil conditions significantly different from those described in this report are found, additional recommendations will be provided. Thickened slab sections may be used to support interior partitions, provided that: • partition loads do not exceed 900 plf, • the thickened slab sections have a minimum width of 12 inches, • the thickness and reinforcing are determined by structural design, • appropriate slab control jointing is determined by structural design and • a minimum 12 inches of properly compacted structural fill is placed below the thickened slab sections. 5.2.2 Lateral Loads The following lateral load values do not include the effects of submerged or hydrostatic loading conditions and are for level backfill conditions. No allowance has been made in the following j design loads for surcharge or swelling soil pressures on walls. The passive resistance of properly compacted backfill or undisturbed native soils against the edges of footings, stem walls, and similar vertical foundation elements should be considered equivalent to the forces exerted by a fluid of 350 pounds per cubic foot (pcf) unit weight. The active earth pressure for properly compacted backfill or undisturbed native soils against the edges of footings, stem walls, and similar vertical foundation elements should be considered equivalent to the forces exerted by a fluid of 35 pcf for unrestrained walls and 55 pcf for restrained walls: . A coefficient of friction of 0.40 (if no passive resistance is used) is, recommended for computing lateral resistance between the bases of footings and slabs'and. the soil in analyzing lateral loads. If passive resistance is used in lateral load calculations, the coefficient of friction should be reduced r to 0.35. Geotechnical Investigation AEE Job No. 2-129-000234 A. G. Edwards Building 1 October 2002 Tucson, Arizona Page 5 5.2.3 Estimated Settlements j It is estimated that settlements of foundations designed in accordance. with the criteria presented in this report should not exceed 3/4 inch for the soil moisture conditions encountered in native soils at the time of our field investigation, or for specified moisture contents anticipated in compacted site soils or structural fill. It is further anticipated that about 50 percent of the anticipated settlement will occur during construction. Significant moisture increases in the structural fills and/or the native soils below foundations could result in additional settlements of footings. Therefore, recommendations for site drainage and moisture protection, as presented in this report, are critical elements of design. 5.2.4 Seismic Design Values Based on the nature of the subsoils encountered, a site class designation of D should be used for design per Table 1615.1.1 SITE CLASS DEFINITIONS of the 2000 International Building Code. 5.3 CONCRETE CAST -ON -GRADE SLABS 5.3.1 Slab Support I Where structural fills and/or compacted native soils are maintained at or below the compaction water contents, they will afford as firm or firmer slab support as would be provided with a granular base course. Thus, the use of granular base is not considered necessary for the structural support of slabs. However, granular base provides a more desirable working surface, reduces capillary rise of moisture to slabs, and reduces warping stresses in concrete. A 4-inch course of material meeting the requirements of this report is recommended for placement beneath floor slabs. 5.3.2 Structural Design of Slabs A modulus of subgrade reaction (k) of 300 pounds per square inch per inch of deflection (pci) is recommended for the structural design of cast -on -grade concrete slabs constructed on structural fill or compacted ,native soils. This recommended value is dependent on completion of the site grading as recommended in this report. Geotechnical Investigation A. G. Edwards Building Tucson, Arizona 5.3.3 Moisture Protection of Slabs a- - nKIWC AEE Job No. 2-129-000234 1 October 2002 Page 6 Granular base would tend to act as a capillary barrier to moisture, but would not provide a positive barrier against the rise of moisture through the slabs. if impervious or moisture -sensitive floor coverings are used, an impervious membrane vapor barrier placed below the granular base course is recommended. The vapor barrier should comply with the recommendations of the manufacturer of the various components of the floor covering(s). The floor covering manufacturer's recommended testing procedures and frequency should be used to identify unacceptable slab moisture conditions. Floor coverings should not be installed until satisfactory readings are documented in writing from the manufacturer and installer. 5.3.4 Slab Construction and Curing Concrete placement and curing should follow the recommendations of the American Concrete Institute. Improper placement and/or curing of slab concrete could cause excessive shrinkage, cracking and/or curling. 5.4 PAVEMENT DESIGN The following conventional asphaltic concrete over granular base pavement structures are recommended: Area Passenger car parking and traffic lanes Light truck traffic (not at trash pickup) Asphaltic Concrete Thickness (inches) 2 3 Aggregate Base Course Thickness (inches) 0 N. At trash pickup areas, a concrete slab should be placed to support the trash truck. The concrete should be a minimum 6 inches thick and should have a minimum compressive *ength of 4,500 psi at 28 days. Place a minimum 4 inches of aggregate base course below the slab. This concrete slab should be designed and constructed per the recommendations of the Portland Cement Association. 0 Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 7. The rigid concrete pavement, .asphaltic concrete and aggregate base course: materials should comply with the latest requirements of the Standard Specifications for Public. Improvements for Pima County/City of Tucson (PC/COT). Mix number 2 of Table 406-2 is recommended for. the asphaltic concrete in automobile traffic areas. { The asphaltic concrete and aggregate base course should be placed and compacted per the. PC/COT recommendations -see sections 303 and 406. Rigid concrete pavement should also be constructed per the recommendations of The Portland Cement Association. A maintenance program should be implemented for the site pavement. Periodic sealing of the asphaltic concrete pavement structure will be required to extend the pavement life. With time, the pavement will age and there will be cracking. Cracks should be sealed to prevent water infiltration. Eventually there would be a requirement for reconstruction or overlay of the original pavement. Water should not be allowed to pond on or near the pavement surfaces. The pavement surface should have a minimum 2% slope. Intrusion of water into the subgrade soils below the pavement can cause failure. 5.5 SITE GRADING 5.5.1 Surface Preparation In all construction areas, remove all debris, vegetation, loose, soft or wet soils and all other j deleterious materials. Below all construction and fill areas, the subgrade soils should be scarified, moisture conditioned and compacted to.a minimum depth of 8 inches. The surface preparation should extend a minimum 5 feet beyond the perimeters of the building.. . 5.5.2 - Foundation Area Treatment - Where native soils are found at thebearing level of the foundations, loose soils should be removed or compacted. The depth'of native soil compactioii, should` be a minimum• 8 inches below the bottom of the foundation. The requirement for removal or compaction of native soils in the bottom of foundation excavations should be determined by the geotechnical engineer during construction. i Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 8 5.5.3 Structural Fill Imported soils to be used as structural fill should be free of vegetation, debris, and other deleterious materials. These soils should contain no particles largerthan 6 inches in diameter and should have a gradation that will allow material to be placed and compacted with no significant voids or nesting as determined by the geotechnical engineer. Soils used as structural fill should also conform to the following unless otherwise approved by the geotechnical engineer: Gradation (ASTM C136) j Sieve Size Percent finer by weight 6" 100 no. 4 50-100 j no. 200 40 (max) Maximum expansive potential ................... 1.5% (see note * below) Maximum soluble sulfates ..................... 0.10% *The maximum expansive potential is measured on a soil sample compacted to approximately 95 percent of maximum dry density per ASTM D698 at approximately 3 percent below optimum moisture. The compacted soil sample is confined under a 100 psf surcharge load and submerged in water. 5.5.4 Use of Onsite Soils as Structural Fill The results of the field and laboratory testing indicate some of the onsite native soils may be acceptable for use as structural fill provided they are cleaned of all deleterious materials: The final determination of the use of onsite soils as structural fill should be made by, the geotechnical engineer by inspection and testing during construction. Some of the onsite soils may be found to be unsuitable for use as structural fill. I Geotechnical Investigation A. G. Edwards Building Tucson, Arizona 5.5.5 Granular Base Below Floor Slabs AEE Job No. 2-129-000234 1 October 2002 Page 9 Granular base below floor slabs should meet the following gradation requirements as determined by ASTM C136 (or as otherwise approved by the geotechnical engineer): i Sieve Size Percent Passing (square openings) by Dry Weight 1 inch 100 3/4 inch 90-100 1/4 inch 45-75 no. 200 2-10 1 The plasticity index of the fraction of material passing the no. 40 sieve should not exceed 5 when tested by ASTM D4318. The coarse aggregate should have a percent.of wear, when subjected I to the Los Angeles abrasion test (ASTM C131) of no greater than 40.. Granular base should be free of excessive vegetation, debris and other deleterious material. 5.5.6 Fill Placement, Moisture and Compaction Fill material should be placed in lifts no thicker than 8 inches where heavy compaction equipment is used. Where hand operated compactors are used, lifts should not exceed 6 inches in thickness. Fill lifts should be of uniform thickness when compacted. The compacted moisture content of native soils and structural fills comprised of native soils should be maintained within the range of 1 percent below to 4 percent above the optimum moisture content unless otherwise accepted by the geotechnical engineer. The compacted moisture content of structural fills comprised of imported soils, granular base below floor slabs and aggregate base below pavement and slabs should be maintained at optimum moisture content ± 3% unless otherwise accepted by the geotechnical,engineer. The moisture content of the structural fills should not be allowed to go below the lower limit noted above. Periodic wetting and. possibly recompaction may be needed to keep the moisture within the limits specified: Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 10 Fill materials and native soils should be compacted to the following minimum percent compaction per ASTM D698: Structural fill and native soils greater than 5 feet below finished grade .......... _ ........ 100% less than 5 feet below finished grade ........................ 95% Granular base below floor slabs ................................. 95% Aggregate base below pavement ........... 100% Utility trench backfill should be clean of debris and deleterious materials and should be compacted as above. The utility company(s) may have additional or different recommendations regarding compaction of soils in utility trenches. AEE should be advised if the utility company has a recommendation that differs from the AEE recommendation. A qualified geotechnical engineer should be retained to observe and test fills as they are placed. 5.5.7 Excavation Conditions All prospective contractors and/or subcontractors should visit the site and determine the proper equipment and excavation techniques. It appears that excavations to depths anticipated for the building area can be accomplished with medium to heavy duty equipment. All excavations should be sloped or braced in accordance with the applicable state or federal regulations. This report was not prepared for use as a bidding document. 5.6 SITE DRAINAGE & MOISTURE PROTECTION Proper site drainage and moisture, protection are important design considerations. Positive site drainage should be provided during construction and maintained thereafter. During construction, water should not be allowed to infiltrate into foundation or utility excavations. Planter and surface features in the area of building that can retain water should be sealed or. eliminated. Water accumulating in the planters should not be allowed to infiltrate below slabs,` foundations or pavement. Where sidewalks or pavement do not immediately adjoin the building, the ground surface should slope away from the building at a minimum 5% slope for at least 10 feet away from the building. amet Geotechnical Investigation AEE Job No. 2-129-000234 A. G. Edwards Building 1 October 2002 Tucson, Arizona Page 11 Roof drainage through downspouts, scuppers or off roof lines should discharge onto a protected surface or into drain lines. The drainage. should drain freely away from the building with no ponding. Landscape irrigation systems should not be constructed within 5 feet of foundations. Landscape planting within 15 feet of the structures should be restricted to native, drought resistant vegetation requiring only shallow, light watering. Landscape irrigation adjacent to foundations should be minimized or eliminated. 5.7 SLOPE RATIO FOR PERMANENT CUT OR FILL SLOPES Permanent cut and fill slopes that will not be submerged under water should be constructed at a slope ratio of 2:1 (horizontal to vertical) or flatter. Where cut or fill slopes will be temporarily submerged .under water, the slope ratio should be 4:1 (horizontal to vertical) or flatter... These recommendations do not apply for temporary construction excavations. These excavations should be constructed and maintained in accordance with the applicable provisions of the OSHA and State of Arizona regulations. 6.0 CLOSURE The services performed for this project include analysis of the field and laboratory data and presentation of professional opinions and recommendations based, in part, on the data collected. The nature and extent of the actual site conditions may vary from those presented in this report. If such variations become evident during later phases of this project, we should be notified to review and possibly modify our conclusions and recommendations... It is also recommended that the geotechnical engineer be retained to review the final design plans and specifications to evaluate whether the intent of the geotechnical recommendations have been properly interpreted and implemented in the report. The. geotechnical engineer should also be retained -to provide observation and testing services during excavation, grading, foundation and construction phases of the project. Our services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No warranty, express or implied, is made. We prepared the report as an aid in design of the proposed - - project. This report is not a bidding document. Contractors reviewing this report must draw their own conclusions regarding site conditions and specific construction techniques to be used on this project. Geotechnical Investigation A. G. Edwards Building Tucson, Arizona AEE Job No. 2-129-000234 1 October 2002 Page 12 This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. Also, our services do not include evaluation of the consequences or effects of underlying geologic hazards or regional groundwater withdrawal. Changes to site geotechnical conditions can be influenced by nearby construction. Also, the broadening of knowledge in engineering applications affects the information and recommendations of the profession. Accordingly, this document should not be used for design or construction after a period of three years beyond the report date. r. Y. x b r Pf:JASE 11 I PHASE` I 1 ' The above site plan was provided by the client. The Tucson Florence Highway is also Oracle Road. lamed 1425 East Apache Park Place Tucson, Arizona 85714 Job No. 2-129-000234 Scale 1 "=60' (9 NORTH Figure 1 ` Boring Location Map A G Edwards SEC Oracle Road and Suffolk Drive Tucson, Arizona 1 � PROJECT A G Edwards Building Southeast Comer of oracle Road and Suffolk Drive LOG OF TEST BORING NO. Tucson, Arizona JOB NO. 2-129-000234 DATE 9/25/02 LOCATION See Site Plan RIG TYPE CME 75 i BORING TYPE HSA SURFACE ELEV. 3 a U c � � o -- v m a rn '� DATUM . F N m m add $ a a Sample ID VISUAL CLASSIFICATION o cLL c)a0: 0 Clayey Sand with Gravel, medium plasticity, weak Sc lime cementation, brown Slightly Moist S 50 50/4" Very Firm I01 10 S 15 19 15 S 12 / o. / 18 � a c� z 0 N 'a f N N 1 P1 Q J 0 Z m 20 GROUNDWATER DEPTH HOUR DATE 113 1 4.0 decrease in plasticity below 10 feet becomes nonplastic with decreased gravel content below 13 feet t, SAMPLE TYPE A - Auger cuttings; NR - No Recovery Page 1 of 1 S - 2" O.D. 1.38" I.D. tube sample U - 3" O.D. 2.42" I.D. tube sample T - 1" O.D. thin -walled tube sample H - Hand Auger sample C - Concrete Core sample PROJECT A G Edwards Building Southeast Comer of Oracle Road and Suffolk Drive LOG OF TEST BORING NO. 2 Tucson, Arizona JOB NO. 2-129-000234 DATE 9/25/02 LOCATION See Site Plan RIG TYPE CME 75 BORING TYPE HSA y C o SURFACE ELEV. DATUM £ �m a m A `m v m 5 i v �' a e m Sample ID p VISUAL CLASSIFICATION o5LL coo a:c� m v) m o Dc� 0 Clayey Sand with Gravel, medium plasticity, weak Sc lime cementation, brown 5 10 i 15 e a f o l � e n N N 0 J Z 20 0 m Q 1 �� ��j U 1 73/12 1 112 2.7 1 j GROUNDWATER 50/4" 25 DEPTH HOUR DATE None 9-25-02 11 1 2.9 Slightly Moist Very Firm becomes nonplastic with decreased gravel content at 15 feet SAMPLE TYPE A - Auger cuttings; NR - No Recovery Page 1 of 1 S - 2" O.D. 1.38" I.D. tube sample U - 3" O.D. 2.42" I.D. tube sample T -1" O.D. thin -walled tube sample H - Hand Auger sample C - Concrete Core sample UNIFIED CLASSIFICATION SYSTEM FOR SOILS Soils are visually classified by the Unified Soil Classification System on the boring logs presented in this report. Grain —size analysis and Atterberg Limits Tests are often performed on selected samples to aid in classification. The classification system is briefly outlined on this chart. For a more detailed description of the system, see "The Unified Soil Classification System" ASTM Designation: D2487. MAJOR DIVISION caoup YM00 TYPICAL DESCRIPTION LGRAPH GW Well graded gravels, gravel -sand mixtures or sand -gravel -cobble mixtures. CLEAN GRAVELS ,i - - poorly graded grovels, gravel -sand mixtures, « - A (Less than 5% posses No. 200 sieve) $_- GP or sand -gravel -cobble mixtures. W Limits plot below MRt c7 u a0 "A" lino & hatched zone GM Silty gravels, gravel -sand -silt mixtures. it o` GRAVELS WITH on plasticity chart o O n � " : FINES (More than 12% Limits plot above H z' sieve Posses No. 200 ) 'Pi line & hatched zone GC Clayey gravels, grovel -sand -clay mixtures.' on plasticity chart " 1�7 n to K SW Wall graded sands, gravelly sands. (!1 a h < c CLEAN SANDS O a O e " i _ a •2 (Less than 5X paaaas No. 200 sieve) SP Poorly graded sands, gravelly sands. N u a O K = Limits plot below Z r ai c c° $ 'A" line & hatched zone SM Silty sonde, sand -silt mixtures. c SANDS WITH on plasticity chart 5 •$ FINES Limits plot above ' a,. - (More than 12% passes No. 200 sieve) 'A" line & hatched zone Sc Clayey sands, sand -clay mixtures. on plasticity chart 3 o SILTS OF LOW PLASTICITY III I I I till Inorganic silts, clayey silts with' slight (Liquid Unt Less Than 50) I 1 I plasticity. to I.- ~ a = N U_ 40 » �� < SILTS OF HIGH PLASTICITY �01 Inorganic silts of high plasticity, silly soils, silts. 7 y (Liquid lint Mors Than 50) elastic G W e 0 p an i o c 5 i 3 CLAYS OF LOW PLASTICITY than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean cloys. st V W (Uquid Limit Less �n },-W Z}" t J3 ONC •LL-n 0 a. u -silty Clays Inorganic clays of high plasticity, fat and sandy Boys of high plasticity. Z n (Liquid Limit Mora Than 50) 7 NOTE: Coarse -grained soils with between 5% & 12% passing the No. 200 sieve and fine-grained soils with limits plotting in the hatched zone on the plasticity chart to have dual symbol. PLASTICITY CHART DEFINITIONS OF SOIL FRACTIONS 60 I I I I I I I SOIL COMPONENT PARTICLE., SIZE RANGE 50 --�--�--r--j--T--�-- j--7 - - It I I I I I I CH I a40--I--+--� -J-- --� -J- I --r- Boulders Above 300mm (12in.1 Cobbles 300mm to. 75mm (I2in. to 3in.) z I I I I I I I 1 I 30--l--T--t---i--+-- --t-- --r- Gravel 75mm (3in.) to No. 4 sieve Coarse gravel 75mm to 19mm (3in. to 3/4in.) Fine 19mm (3/4in.) to No. 4 sieve u 1 I I I I I MH I A LINE CL : gravel Sand No. 4 to No. 200 I I I I I 20 -J-- - 17--I- -'f--1--T--I-- Coarse No. 4 to No. 10 E a I CL-M' 7 I I I I I I L J_-1=_L-J__1-_L_ Medium No. 10 to No. 40 Fine No. 40 to No. 200 t0 I I I I I Fines (silt or clay) Below No. 200 sieve I ML 1 I I I I 00 10 20 30 '40 SO 60 70 80 90 100 LIQUID LIMIT amee TERMINOLOGY USED TO DESCRIBE THE RELATIVE DENSITY CONSISTENCY OR FIRMNESS OF SOILS The terminology used on the boring logs to describe the relative density, consistency or firmness of soils relative to the. standard penetration resistance is presented below. The standard penetration resistance (N) in blows per foot is obtained by the ASTM D1586 procedure using 2" O.D., 1 3/8" I.D. samplers. 1. Relative Density• Terms for description of relative density of cohesionless, uncemented sands and sand -gravel mixtures. N Relative Density 0-4 Very loose 5-10 Loose 11-30 Medium dense 31-50 Dense 50 + Very dense 2. Relative Consistency. Terms for description of clays which are saturated or near saturation. N Relative Consistency Remarks 0-2 Very soft Easily penetrated several inches with fist. 3-4 Soft Easily penetrated several inches with thumb. 5-8 Medium stiff Can be penetrated several inches with thumb with moderate effort. 9-15 Stiff Readily indented with thumb, but penetrated only with great effort. 16-30 Very stiff Readily indented with thumbnail. 30+ Hard Indented only with difficulty by thumbnail. 3. Relative Firmness. Terms for description of partially saturated and/or cemented soils which commonly occur in the Southwest including clays, cemented granular materials, silts and silty and clayey granular soils. N 0-4 5-8 9-15 16-30 31-50 50+ Relative Firmness Very soft Soft Moderately firm Firm - Very firm Hard i. 4 A t Test Drilling Equipment & Procedures Description of Subsurface Exploration Methods Auger Boring Drilling through overburden soils is performed with 7" O.D., 3 1/4" I.D. hollow stem auger or 4 1/2" solid stem continuous flight auger. Carbide insert teeth are normally used on bits so they can penetrate soft rock or very strongly cemented soils. A CME-55 or CME-75 truck -mounted drill rig is used to advance the auger. The drill rigs are powered with six -cylinder Ford industrial engines capable of delivering about 7,000 to 8,400 foot-pounds torque to the drill spindle. The spindle is advanced with twin hydraulic rams capable of exerting 16,000 to 20,000 pounds downward force. Refusal to drilling indicates the auger was unable to penetrate the materials. Further drilling would require extraordinary methods. Grab samples or auger cuttings maybe taken as necessary. Standard penetration tests or 2.42" diameter ring samples are taken in conjunction with the auger borings as needed, with the sampling interval and type being indicated on the boring logs. Sampling Procedures Dynamically driven tube samples are usually obtained at selected intervals in the borings by the ASTM D 1586 test procedure. In many cases, 2" O.D., 13/8" I.D. samplers are used to obtain the standard penetration resistance. "Undisturbed" sample of firmer soils are often obtained with 3" O.D. samplers lined with 2.42" I.D. brass rings. The driving energy is generally recorded as the number of blows of a 140-pound, 30-inch free fall drop hammer required to advance the samplers in 6-inch increments. These values are expressed in blows per 6 inches or per 12 inches on the boring logs. "Undisturbed" sampling of softer soils is sometimes performed with thin walled Shelby tubes (ASTM D 1587), pitcher samplers, Denison samplers or continuous CME samplers. Where samples ofrock are required, they are obtained by NQ diamond core drilling (ASTM D2113). Tube samples are labeled and placed in watertight containers to maintain field moisture contents for testing. When necessary for testing, larger bulk samples are taken from auger cuttings. Boring Records Drilling operations are directed by our field person who examines soil recovery and prepares the boring logs. Soils are visually classified in accordance with the Unified Soil Classification System (ASTM D2487), with appropriate group symbols being shown on the boring logs. Project: A. G. Edwards Job No. 2-129-000234 Sample Boring 2 at 2 feet Insitu dry density 112 pcf Insitu moisture content 3 % 5 i - ---------------------------------------------------- -10 , . , .,. I , , , .. . . , ..., 0.10 1.00 10.00 Vertical Load (ksf) Curve Explanation - In -situ Saturated----------------- 100.00 Project A.ClEdwards Job Number 2-129-000234 | Location Boring 2atV\o4feet Material Clayey Sand with Gravel (SC) / ^ SIEVE ANALYSIS | | ASTlN C'' 3G ~ � SIEVE SIZE ` 5. 3" 21/2" 2- 1 1/" 1^ 3/4. 1/2r 3/8" 114" #8 #1n ' '#16—� #3O' #40 _ #1DU Liquid Limit 38 nlnefi�itw inrloy m %PASSNG 100 100 ^ 100 100 100 100 100 97 97 95 93 87 82 70 63 49 37 34 30 � 25 222 a 1 amee t Project A. G. Edwards Sample Boring 2 at 0 to 4 feet Job No. 2-129-000234 EXPANSION (SWELL) TEST Remolded Dry Density 116 pcf Remolded Moisture Content 10 % Swell (% Initial Height) 0.7 Swell test of sample remolded to approximately 95% of maximum ASTM D698 density at approximately 1 % below optimum moisture. Sample confined under a 100 psf surcharge pressure and submerged in water. 135 F- 'i 30 LL D U 125 Cn 00 120 115 Z 0 110 0 105 Project A. G. Edwards Source Boring 2 at 0 to 4 feet Material Clayey Sand (SC) Job No. 2-129-000234 ASTM D-698 MAXIMUM DRY DENSITY: 123.0 PCF Method A OPTIMUM MOISTURE CONTENT: 11.4 % MOISTURE - DENSITY RELATIONSHIP 8% 9% 10% 11% 12% 13% 14% 15% PERCENT MOISTURE LABORATORY TESTING PROCEDURES Consolidation Tests Testing apparatus of the "floating -ring" type are employed for the one- dimensional consolidation tests. They are designed to receive one inch high 2.5 inch O.D. brass liner: rings with soil specimens as secured in the field. Procedures for the tests generally are those outline in ASTM D2435. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded. Applied loads are such that each new increment is equal to the total previously applied loading. Porous stones are placed in contact with the top and bottom of the specimens to permit free addition or expulsion of water. For partially saturated soils, the tests are normally performed at in situ moisture conditions until consolidation is complete under stresses approximately equal to those which will be imposed by the combined overburden and foundation loads. The samples are then submerged to show the effect of moisture increase and the tests continued to about twice the anticipated load due to overburden and structural loads. 1 Expansion Tests The same type of consolidometer apparatus described above is used in expansion testing. Samples contained in brass liner rings are placed in the consolidometers, subjected to appropriate surcharge loads and submerged. The loads are maintained until the test indicates the completion of "primary swell'. Direct Shear Tests Direct shear tests are run using a testing apparatus of the strain -control type. The machine is designed to receive one of the one inch high 2.42 inch diameter specimens obtained by tube sampling. Generally, each sample is sheared under a normal load equivalent to the effective overburden pressure at the point of sampling. In some instances, samples are sheared at several normal loads to obtain the cohesion andl angle ..of internal friction. When, necessary, samples are saturated and/or consolidated before shearing in order to approximate the anticipated controlling field loading conditions. DRAINAGE REPORT FOR ORACLE SUFFOLK OFFICE COMPLEX Prepared for. RIO EQUITY GROUP, LLC. 326 SOUTH WILMOT ROAD, SUITE A-100 TUCSON, ARIZONA 85711 Prepared by: CMG DRAINAGE ENGINEERING, INC. P.O. BOX 1425 TUCSON, AZ 85702 JOB #22006 JUNE 28, 2002 TABLE OF CONTENTS Page 404 COMPLIANCE STATEMENT.............................................................................1 1 INTRODUCTION..................................................................................................... 2 11 HYDROLOGY 2.1 Offsite Hydrology ...................................... . 3 ..................................................... 2.2 Onsite Hydrology ......................................... ....................... ......... 4 III 100-YEAR FLOODPLAIN LIMITS AND EROSION HAZARD SETBACKS .............. 6 IV ONSITE DRAINAGE PLAN 4.1 Conveyance of Offsite Flow .............. 4.2 Conveyance of Onsite Flow.......................................................................... 8 4.3 Retention/Detention Plan............................................................................10 V RIPARIAN AREA STATEMENT..............................................................................12 LIST OF TABLES TABLE 1 — DEVELOPED CONDITION RUNOFF SUMMARY LIST OF FIGURES Page ......................................11 FIGURE 1 -LOCATION MAP ............. Follows Page. 2 FIGURE 2 — OFFSITE WATERSHED MAP........................................................................... FIGURE 3 — EXISTING CONDITIONS DRAINAGE MAP. 3 FIGURE 47 ONSITE DRAINAGE PLAN................................................................................ 7 LIST OF APPENDICES � 4ti 35791 APPENDIX A - HYDROLOGIC COMPUTATIONS I RICHARD LEVIN APPENDIX B - HYDRAULIC COMPUTATIONS BELT III a, APPENDIX C — RETENTION / DETENTION COMPUTATIONS tt, 49 1 404 COMPLIANCE STATEMENT Oracle Suffolk Office Complex is a proposed commercial development on approximately 1.95 acres in Section 36 of Township 12 South, Range 13 East, Gila and Salt River Meridian in Pima County, Arizona. 1, Richard L. Belt, am a Registered professional Civil Engineer in the State of Arizona and am responsible for the preparation ' of the report for the above - referenced project. I attest to the following statement: This project has been determined to be non -jurisdictional pursuant to Section 404 of the Federal Water Pollution Control Act amendments of 1972, 33 USC 1334. ATTESTED TO THIS ?_DAY OF 12002. l 1 I INTRODUCTION This report presents the results of hydrologic and hydraulic analyses that have been conducted to develop an onsite drainage plan for Oracle Suffolk Office Complex. The project site is located at the southeast comer of the intersection of Suffolk Drive and Oracle Road. The project site is further described as being located within a portion of Section 36, Township 12 South, Range 13 East, G&SRB&M, Pima County, Arizona. A location map for the property is given on Figure 1. The project area is approximately 1.95 acres, and is presently undeveloped. The development plan proposes construction of two commercial buildings, in addition to associated parking, driveways and utilities. The project site is located in a balanced basin, per Pima County. The onsite drainage plan for this property has been developed in accordance with requirements set forth by Pima County drainage standards. K 5w N�l If' HARDv4- 7, ft I ......... .. .. .. . r -72 YC' . .......... . ..... tl FIGURE 1: LOCATION MAP SCALE: 1"--2000 N 2.1 Offsite Hydrology There are several offsite points of concentration in the vicinity of the project site (Figure 2). Concentration Point 1 drains approximately 1,65 acres of the undeveloped/moderate density residential area located adjacent to the east property boundary. The peak discharge rates for the 2, 10, and 100-year return period storms are 2.7 cis, 6.4 cfs, and 12.0 cfs, respectively. Runoff from Concentration Point 1 sheetflows onto the project site along the east boundary and is conveyed across the southeast portion of the project site to Concentration Point 1A. Concentration Point 1A drains approximately 2.35 acres (includes Concentration Point 1) of the undevelopedlmoderate density residential area located adjacent to the east property boundary and a portion of the project site. The peak discharge rates for the 2, 10, and 100 year return period storms are 3.6 cfs, 8.7 cfs, and 16.8 cfs, respectively. Runoff from Concentration Point 1A is conveyed southwest away from the project site in an existing shallow wash located near the southeast property corner. Concentration Point 2 drains approximately 2.50 acres of the undeveloped/moderate density• residential area located east of the project site. The peak discharge rates for the 2, 10, and 100-year return period storms are 4.8 cfs, 10.3 cfs, and 18.8 cfs, respectively. Runoff from Concentration Point 2 is conveyed north of the project site within the right-of-way of Suffolk Drive west to Concentration Point 2A. Concentration Point 2A drains approximately 5.0 acres (includes Concentration Point 2) of the undeveloped/moderate density residential area located adjacent to the east property boundary and a portion of the project site. The peak discharge rates for the 2, 10, and 100-year return period storms are 7.8 cfs, 20 cfs, and 37 cfs, respectively. Runoff from Concentration Point 2A is conveyed to the 3 .�.y _ __ * + h i� ii �.f J e7w •� �.. � } ,k �.: fi A .i o ,f, * .� • 1. '�.� � i. * law lw g It� i � -• • a • � * "1 '�' ,feu. i�. � � a'a Y, +r +�-M +„'�w� ' � � I . ;!' @ �fM...« � � y M . * �; ..� r � ,� � .t :. � +iY•s'�'.�.!•�.. -s * � � x r �M:•t �!► as 1 a3s 1« w .1� Fi # l irm - m; «.;* •...si ems" * =. qsy.. + "'.;.•t�v.._ J>+t +r ,�'?'..,. Y Ir'fF�.fr�.t#««x'«r:•�1! ws *y"�• x*,��y�4^*.4��-� •: Y.ili 1 g�awdd •' + �, ri •w Y erg! Z�m�..t # w w• '3R.nX �� 1 r .P Nw�� +� r C j a 5 a a�rA 1► ! �, ram, �.� � !�'rn'n"+ ♦ � ,t � �A ,T � ! : "n 4.4 •+-!'� ,� .+! ��' a:�•a �+r't'� ga *'4 k� • • y,.r� 8 ,► a a sxrd'� �'x" a' sa �; ,. ,� = r i � • . i wf'�' try �, r ' M, + � r - ,► a ,,P, �! a * • # �, � , ! �` w � ,•,: ,� F � trw:� ,yp ��.� � «,' - a• � � ,� ,�. ;..;* � � '� a '`�� M � . aF F f * b '` •fa w.'v Jt +++n; • or., ar:Y..#• fi r.r» . * "` b it * v. i ; + 3 fr.. � a. # �,. • k # ♦ v r ! r+ .. aW * A .a. w '� nr Y' t .,. K M w... a � 3 � � a;.��l� • R a `{' � A.'` � x a,", ! a � d. m !k� �,wpa1 *'TM' W— �. '' M �'# ,%'k # �1l 1 iw►y«I► r,: s i' �. ;.:R"f i av �.# " ' yw M �.•�1� w�"*. w�w1 wry s,w" ate'. AW 14.4 •x'.' ♦ � + � « Lr R 4 'S' a � Yt � ,#;* 11k� w �a � � Re :r K ar i' a it ♦ r '^' a+ T *, *Awl It. �.,� MR. qt � - ., r Nk '4` ,�,. ,� '! '.. 3Fr ,•�li. �JP S" td1: � R r � 9�' 4 'i. .. �. �! ; t ,,� :A :+► r 7r Y:n � "�' r «a ''b r FF � . u:� s #C i4 � 1R � � I��# y �k � "� � 1 !!t a, * �;,"7 � s «a . * : t �,• . a � �«, � * ,� ,r a, xf3'� � "" � i1:. a ^a i .� {!►v + �'1.�..d`".'-' • �� :r,}*l1 "R#� • fit:. �� '+ a 4 Y"-moist y'�' � �`.� #,::�� �{'},,,� t`'w- � y,w. i a -.��i R � ,i :. :w.;W. ad.' +v ,�{.(r<ar• •w ♦ ti�Fl;. N, r'r M;'!T ,�;. � Ny � a .'.� sa .�, r #: w:: a fa � ;. P * � L - ` A - �: * # •.: r .1 d� .' x + • we w • * w a •. ",11h r a �! r' ,�E # ; a,• a rr ?+ � 11 #' r. M r da'aaiA �:'1 A�'�4'fi'h- � ° a•�vT�gM�' � "' •a.�!� dR; «• d ,•.'f :�, : 1 "" i Y a : 7 7a, • *ram• AN N� 7iA :':• r.M:«r '�" M! '' W 1 M�' `i• *- '� dr i a"" . • t * w. # r # •��'AL � !� :!` � r «r * t"w�. �Ik""� r r" * � A . M "1' 7A:Y ,y "� � � •y * «' � ." _ww,s'�' •-ra #'",' V " a a ,v.Ve '+/ ! w • sP v. a � �plw 4a b M'� Y+ (� lR n r 4 "� Y $ ,p „4 �" � ` '#'�+/1� �" * • 'IF 'ram 1. rlrlMa� ». « M • : , Ik:' » r * R a; r "� w R k rl • tr4; �r ; sy a q�y 4. aP ,� , x h 1 y f1 4, . V �ni ,,� fi f * • x + w.. • n 'a � , ; r 91 "" a R� a : w �'y ,«a.*,a � x✓ k�' � , y„ ti `�y,� , . � r.:�' y R ;d',#t „� w+Mr+,1{ � � w1x',�r :,•.•R :Ar �' �,•,� �a * • � * � �, w � `� •�A �' { �#� � i �*','� a r � � ` s'. :. b � ��� + �rNc� a! w l►Mf �:tt !« �ap x y.ai'�'' a .+pi A � a'� rn,`e; a.. Ir .N+# 'Jr.i'':� IM' �!'R �1 li his �r*' aJ a h a ,,.y y'a,,�' W a'M'' # .. h•�r r��Y id R.,wr ' aa� its # 4�'"'e # li ! �. 4"! w'!�'b `, �' x• .i"*_�" �w. "� 9Y *'K � �,�' � �" "fit + s "i�::! 'i,',«R. ';M..!!� "':. .!` •,`�` K * w A '�! '�:* t `�•s *�.i'' :Ik VP • ;. a y M * rr'`•.� ,mod :'► ., '� 1 1 "" w y 1w + • b _ ''y ;, a a r* k w ro'! *. A.' n *3:T fr ri ,t : •VP M* A:; t M r�"` .'x °•vyr, w .RM" R.� d+ w •J "4« b � 14 i s� ! qG - • s. rr ° .R ` �►•a « ac. i• ? "4t` s $ ! C d '�"''' ! x . tii �► �" ,y: "� f a!: « a�. r y..�rr 1 aw: #.? + r ea� i.a•� 1. � i:+f'� }�!1 �^ Y, � # "4 � ,1:?l •l..a' •` r!�'�''* #, r .* * a � y�.,# •� � �nrr � �, * ,�. } #,,,s� yk.�e W. �'.w w 1�1# w ri. r *d ) wr * a % #. a* wa iy: r �:. r �. n,:.A d* * F 1 r y� �' 1 xa G �. F y� w�' a w t tr. I< Kra # " « wM� fA # s di. fa k • » &r # # w • w a. • y Av a,tiC •, �„ � 4 „ w , w; Il �t: * +r a+��F # w# y� ;a1 �i'.Ar •A+;+V * •'" 4�, .r 1�. a r „ # r ,wa. w� dl! ,ri" w y '` ry$'" nM a� Qt • � � M�4 �:?} 71:M # IF' � Mr tv'��i ,� # �' d *'I ��+ ' � � * � {d� w "� ■ +t' � 4Y: [�a ,y � fir' 'a «,a '' h �, Ni aM a: - - � r y ( t sa't � '�` � '« �..n 1 a' ' * a s � w..t+ ,� � w '� +�p **:�M �q,yt °`• � rIr k:.•� .f �' :it t� # °�' � � ,: * ,yr �y}, e.i.`•r$�:/t * !r * �"" �,'w*»�yilr ya a� d #' b y # • ;'. - �#;11 �'M:' # . � ,I..:,q�'� �wi�1 .+�:*a�,r1k _ a,ti r A'� •�w * �, �r,a: r'„y+r�'i�n"w# �+rr�'�?c+rR' `f, p �. a.*a a. • ♦ . .•� ,� Ve n�.•A .;}i d •' - •9' • tir "5j'!1�'ii mf. Ia. r i,� '� • * 4i '� # :M � �.. • » a �, .:, A a# A 1 �'� # a d ,tr qs !dk � �' +'� .�' !v ' # r +r + :. 1 y_ * �« � i ': « � '.w w a � }I f ,y �, & �► « r +' ?,' • # w K".,� Z �„ a:'p' � a':� ��� ar M � 11 � � ,* . y: � ; a w. d:.�. A a.. A+a'.,: a.�. S ¢ :::* M � s .� x «. �we7 ,w� `! s. sd`�• .�;. • .«ar"f:4�`'' •. y'�'*:�' .Ny.+.: wl.:1iS` r;�; �v •�#•t r, •� *'a wy'r` •r * *ra!:,.1� ;` U•�' #.e�'� i:.; FIP1 IPF 2 • SCALE: 1 `600 OFFSITE WATERSHED MAP intersection of Suffolk Drive and Oracle Road and then south within an existing drainageway along the east side of Oracle Road. Existing runoff rates for the offsite concentration point were computed using the Pima County Peak Hydrograph Methodology. Hydrologic computations are provided in Appendix A of this report. 2.2 On3ite Hydrology The project site primarily slopes from east to west. An existing ridge in the north portion of the project site also directs a portion of the site north to the Suffolk Drive right-of-way. The overall onsite area is approximately 1.95 acres, and is presently undeveloped. Existing conditions runoff rates for the 2- year, 10-year, and 100-year return period storms are 1.9 cfs, 6.5 cfs, and 13.2 cfs, respectively. Developed conditions peak discharge rates, with a 70% overall impervious coverage, for the 2-gear, 10-year, and 100-year return period storms are 5.8 cfs, 10.2 cfs, and 16.6 cis, respectively. There are two small concentration points for onsite hydrology that are separate from thoseareas which contribute to the offsite concentration points described previously (Figure 3). Concentration Point 1 B*drains approximately 0.20 acres of the south portion of the project site south to the -adjacent property. The peak discharge rates for the 2, 10, and 100-year return period storms are 0.2 cfs, 01 cfs, and 1.4 cis, respectively. Runoff from Concentration Point 1 B presently sheetflows from the project site to the adjacent property located south of the project site. Concentration Point 3 drains approximately 0.44 acres of the west portion of the project site west to the right-of-way of Oracle Road. The peak discharge rates for the 2, 10, and 100-year return period storms -are 0.5 cfs, 1.5 cfs, and 3.0 cfs, respectively. Runoff„from Concentration Point-3 presently- - sheetflows from the project site to the right-of-way of Oracle Road, where it is collected in an existing drainageway in the Oracle Road right-of-way. 4 ' 111 100-YEAR FLOODPLAIN LIMITS There are no watercourses in the vicinity of the project site with a 100-year discharge in excess of 100 cfs. Additionally, the project site is not located within a federally -mapped floodplain, per FIRM Panel 04019C1630K, revised February 8, 1999. A portion of the referenced FIRM Panel is provided 'in Appendix B of this report. i 6 IV ONSITE DRAINAGE PLAN 4A Conveyance of Offsite Flow - Runoff at Concentration Point 1 (12 cfs) will continue to be accepted onto the project site as it is presently (Figure 4). A shallow swale (Cross-section C-C) will be provided upstream of the (proposed retaining wall to intercept and convey the offsite runoff toward a channel near the southeast property comer. The 100-year flow depth in Cross-section C-C is 0.85 feet, while the 100-year velocity is 4.1 feet per second. The Swale will be lined with 6-inch (D50) riprap, with a section thickness of 12 inches, and will be underiain by filter fabric. Another shallow swale (Cross-section' D-D). will be provided south of the proposed parking lot to intercept runoff from upstream of the retaining wall (Cross-section C-C) and onsite runoff from the parking lot. The 100-year flow depth in Cross-section D-D will be 0.87 feet, while the 100-year velocity is 5.3 feet per second. The swale will be lined with 6-inch (D50) riprap, with a section thickness of 12 inches, and will be underlain by filter fabric. The intercepted runoff will then be conveyed to Concentration Point 1A and discharged offsite. Following development of the project site Concentration Point 1A drains approximately 2.15 acres . (includes Concentration Point 1) to the existing wash near the southeast comer of the project site (Figure 4). The watershed area draining to this concentration point has been reduced due to the proposed grading of the project site. The peak discharge rates for the 2, 10, and 100-year return period storms are 4.1 cfs, 8.9 cfs, and 16.2 cfs, respectively. A 20-foot long by 0.5-foot high curb opening will be provided in the proposed PAAL to convey runoff from the project site. A 20 foot wide by 5-foot long riprap apron will be provided to prevent scour downstream of the curb opening. The riprap apron will be constructed of 6-inch (D50) riprap, with a thickness of 12 inches, and will be . underlain by filter fabric. Runoff from Concentration Point 1A is conveyed southwest away from the project site in an existing shallow wash located near the, southeast property comer. 7 i Concentration Point 2 (18.8 cfs) will continue to be conveyed past the project site within the right-of- way of Suffolk Drive. The proposed project will not affect the magnitude or location of this offsite 'runoff, nor will this runoff affect the project site. Following development of the project site Concentration Point 2A drains approximately 4.50 acres . (includes Concentration Point 2) to the right-of-way of Suffolk Drive near the northwest property comer (Figure 4). The watershed area draining to this concentration point has been reduced due to the proposed grading of the project site. The peak discharge rates for the 2, 10, and 100-year return period storms are 7.4 cfs, 18.6 cfs, and 34 cfs, respectively. Suffolk. Drive is crowned, and approximately half (17 cfs) is conveyed along the south side of the road, while the remaining half (17 i cfs) is conveyed along the north side of the road. Runoff from the south half of Concentration Point 2A is conveyed to the intersection of Suffolk Drive and Oracle Road and then south within an existing drainageway along the east side of Oracle Road. The remaining runoff on the north half `of. Suffolk Drive is conveyed to an existing 244nch CMP culvert, located on the north side of Suffolk Drive east of the intersection with Oracle Road. The construction of a right-tum lane on Suffolk Drive as a part of this project will require that the existing culvert be extended as shown on Figure 4. The developed conditions headwater elevation upstream of the extended culvert is 53.76 feet. Hydrologic computations for each concentration point are provided in Appendix A of this report. Hydraulic computations for sizing wall and curb openings are provided in Appendix B of this report. i HY-8 output for the culvert extension at Suffolk Drive is provided in Appendix B of this report. 4.2 Conveyance of Onsite Flow _Concentration Point 113 drains approximately 0.17 acres of the south portion of the project sife south to the adjacent property following development of the property, The peak discharge rates for the 2, 10, and 100-year return period storms are 0.4 cfs, 0.8 cfs, and 1.4 cfs, respectively. Runoff from 8 Concentration Point 1 B continues to sheetflow from the project site, to the adjacent property, as it does presently. Concentration Point A, located in the western portion of the project site, drains approximately. 0.49 acres west to Basin 1 (Figure 4). Developed conditions runoff for the 2-year; 10-year, and 100 year peak runoff events are 1.5 cis, 2.6 cfs, and 4.2 cfs, respectively. The runoff from this. concentration point is conveyed westerly across the proposed PAAL toward Basin 1. Two 4-foot long by 0.5-foot A high curb openings will be provided to convey runoff from the PAAL to Basin 1. A 5-foot by 5-foot riprap apron will be provided downstream of each curb opening to prevent scour in Basin 1. The riprap apron will be constructed of 6-inch (D50) riprap, with a section thickness of 12 inches -and will be underlain by filter fabric. Concentration Point B, located in the northwestern portion of the project site, drains approximately 0.39 acres to Basin 2 (Figure 4). Developed conditions runoff for the 2-year, 10-year, and 100-year peak runoff events are 1.3 cfs, 2.1 cfs, and 3.4 cfs, respectively. The runoff from this concentration point is conveyed northerly across the proposed PAAL toward Basin 2. Two 4-foot long by 0.5-foot high curb openings will be provided to convey runoff from the PAAL to Basin 2: A 5-foot by 5-foot riprap apron will be provided downstream of each curb opening to prevent scour in Basin 2.. The riprap apron will be constructed of 6-inch (D50) riprap, with a section thickness of 12 inches and will be underlain by filter fabric. Concentration Point C, located in the northeastern portion of the project site, drains approximately 0.32 acres to Basin 3 (Figure 4). Developed conditions runoff for the 2-year, 10-year, and 100-year peak runoff events are 1.1 cfs, 1.8 cfs, and 2.9 cfs, respectively. The runoff from this concentration - point is conveyed northerly across the proposed PAAL toward Basin 3. A 4-foot long by 0.5-foot high curb opening will be provided to convey runoff from the PAAL to Basin 3. A 5-foot by 5-foot riprap apron will be provided downstream of the curb opening to prevont scour in Basin 3. The riprap apron 9 I will be constructed of 6-inch (D50) riprap, with a section thickness of 12 inches and will be underiain by filter fabric. Hydrologic computations for each concentration point are: provided in Appendix A of -this report. Hydraulic computations for sizing curb openings are provided in Appendix B of this report. 4.3 Retention/Detention Plan The project site is located in a,balanced basin, so detention is required to maintain developed j conditions discharges from the project site at existing conditions levels. The , required retention.. volume was computed, using Equation 3.3 from the Pima County Stormwater Detention/Retention Manual, to be 0.085 acre-feet. This volume will be provided by the three basins proposed to sere. this project. Basin 1 serves Concentration Point A and is located on the west side of the project site (Figure. 4).• Basin 1 .(Cross-section A -A) will have a maximum volume of 0.042 acre-feet at a depth of 1.5 feet. Basin 1 will be constructed with 4H:1 V sideslopes, and will outlet to an 8-foot long weir (Cross-section B-B). The weir crest stage will be set at 1.25 feet. The basin provides 0.033 acre-feet of..retention storage at a depth of 1.25 feet, and discharges approximately 3.0 cfs (100-year discharge) at a depth of 1.5 feet in the basin. Basin 2 serves Concentration Point B and is located in the northwest portion of the project site (Figure 4). Basin 2 (Cross-section A -A) will have a maximum volume of 0.058 acre-feet at a depth of 2.0 feet. Basin 2 will be constructed with 4H:1V sideslopes,. and will outlet to a 4.2 foot long weir'' -• _ -- (Cross-section B-B). The weir crest stage will be set at 1.75 feet. The basin provides 0.047 acre-feet _ of retention storage at a depth of 1.75 feet, and discharges approximately 1.2 cf.s _(100-year discharge) at a depth of 1.95 feet in the basin. 10 Basin 3 serves Concentration Point C and is located in the northeast portion of the project site (Figure 4). Basin 3 (Cross-section A -A) will have a maximum volume of 0.029 acre-feet at a depth of 1.0 feet. Basin 3 will be constructed with 4H:1 V sideslopes, and will outlet to a 5-foot long weir east of the central driveway. The weir crest stage will be set at 0.75 feet. The basin provides 0.022 acre- feet of retention storage at a depth of 0.75 feet, and discharges approximately 2.0 cfs (100-year discharge) at a depth of 1.0 feet in the basin. Routing computations for each of the basins are included in Appendix C of this report. Table 1 summarizes the proposed conditions runoff from the project site. Runoff from the project site is maintained at existing conditions levels, meeting the balanced basin requirements. Table 1: Developed Conditions Runoff Concentration 2-year Q Point /efcl CP-IA(Existing) CP-1A (Developed) CP-2A(Existing) CP-2A (Developed) Basin 2 Outflow Basin 3 Outflow CP-2A (De=and d w/ Basins CP-3 Existin Basin 1 Outflow 10-year Q 100-year Q 4 9 17 4 9 16 8 20 37 7 19 34 0 0.1 1 0 1 2 8 20 37 1 2 3 0 1 3 ■ V RIPARIAN AREA STATEMENT The riparian area maps on file at the Pima County Department of Transportation and Flood Control District were reviewed and it was determined that no riparian habitat areas are present on the project site. The habitat map available on the Pima County Department of Transportation Web site has been...., included in Appendix B of this report. { i i f 12 APPENDIX A HYDROLOGIC COMPUTATIONS PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY .DRAINAGE CONCENTRATION POINT: 1 (EXISTING, REV 6.18.02) WATERSHED AREA (A): 1.65 acres LENGTH OF WATERCOURSE (Lc): 300. ft LENGTH TO CENTER OF GRAVITY (Lca): 150. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft 300. 21.0• MEAN, SLOPE (Sc): .0700 ft BASIN FACTOR (Nb): .0500 WATERSHED TYPE(S): LOW DENSITY DEV RAINFALL VALUES EVENT 2-YR 5-YR. 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.8Q P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C; CN= 88, COVER TYPE= DESERT BRUSH- , COVER DENSITY 20 % 35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 20. $ RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY,RATE (q/i): .394 .530 .598 .666 ,713 .750 Tc ( FUNCTION OF i ) 6.28 5.58 5.31 5.09 4.95 4.85 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 1.637 2..912 3.825 5.024 6.126 7:213 PEAK DISCHARGE (CFS) 2.72 4.84 6.36 8.36 10.19 12.00 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 1A (EXISTING, INCL CP-1, REV 6.18.02) WATERSHED.AREA W 2.35 acres LENGTH OF WATERCOURSE.(Lc): 485. ft LENGTH TO CENTER OF GRAVITY (Lca): 240. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV•(Hi) - ft 300. '21.0 185. 8.5 MEAN SLOPE (Sc): .0590 ft BASIN FACTOR (Nb): .0500 WATERSHED TYPE(S): LOW DENSITY DEV RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77' P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 _ 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C,. CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % i 35. $ D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 204 IMPERVIOUS COVER= 15. $ RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR. 10-YR 25-YR 50-YR 100-YR RUNOFF'SUPPLY RATE (q/i): .362 .505 .577 .648 .698 .737 Tc ( FUNCTION OF i ) 9.25 8.10 7.68 7.33 7.11 6.96 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9..623 RUNOFF. RATE @ Tc (IN/HR): 1.504 2.775 3.690 4.892 5.998 7.088 PEAK DISCHARGE-(CFS)- : 3:56 6.57 8.74- 11.59-T4.21- - 16.79- PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 1A (PROPOSED, INCL CP-1, REV 6.18.02) WATERSHED AREA (A): 2.15 acres LENGTH OF WATERCOURSE (Lc): 500. ft LENGTH TO CENTER OF GRAVITY (Lca): 250. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV,(Hi) - ft 300. 21.0 200. 8.5 MEAN SLOPE (Sc): .0565 ft BASIN FACTOR (Nb): .0480: WATERSHED TYPE(S): MOD DENSITY DEV RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 P 2 1.58 1.84 2.17 2.47 2.77 1.33 .1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % 35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 $ IMPERVIOUS COVER= 30. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR . RUNOFF SUPPLY RATE (q/i): .458 .579 .641 .701 .743. Tc ( FUNCTION OF i ) 8.40 7.65 7.35 7.09 6.92 .776 6:81 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9:623 RUNOFF RATE @ Tc (IN/HR): 1.903 3.185 4.096 5.289 6.383 7.463 __,PEAK DISCHARGE--(CFS)- s 4.12 6.90_... 8.88 11.46 13.83 16.17 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 1B (EXISTING, REV 6.18.02) WATERSHED AREA (A): .20 acres LENGTH OF WATERCOURSE (Lc): 130. ft LENGTH -TO CENTER OF GRAVITY (Lca): 60. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE .IN ELEV (Hi) - ft 130. 4.5 MEAN SLOPE (Sc): .0346 ft BASIN FACTOR (Nb): .0550 WATERSHED TYPE(S): UNDEVELOPED I RAINFALL VALUES EVENT 2-YR. 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1:33 1.772.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH COVER DENSITY= 20 % 35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 0. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR. 5-YR. 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .266 .430 .513 .596 .653 .698 Tc ( FUNCTION OF i ) 6.33 5.22 4.87 4.59 4.42 4.31 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 1.105 2.366 3.284 4.496 5.612 6.712 PEAK DISCHARGE (CFS) .22 .48 .66 .91 1.13 1.35 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 1B (PROPOSED, REV 6.18.02) WATERSHED AREA (A): .17 acres LENGTH OF WATERCOURSE (Lc): 35. ft LENGTH TO CENTER OF GRAVITY (Lca): 20. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft t 35. 2.0 MEAN SLOPE (Sc): .0571 ft BASIN FACTOR (Nb),: .0550 WATERSHED TYPE(S): UNDEVELOPED RAINFALL VALUES EVENT ` 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % 35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 55. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .618 .704 .746 .789 .818 .840 Tc (FUNCTION OF i ) 1.79 1.70 1.66 1.63 1.60 1.59 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592, 9.623 RUNOFF, RATE @ Tc (IN/HR): 2.568 3.868 4.773 5.950 7.027 8.088 PEAK DISCHARGE (CFS) .44 .66 .82 1.02 1.20 1.39 PROJECT.NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 2 (EXISTING, REV 6.18.02) WATERSHED AREA (A): 2.50 acres LENGTH OF WATERCOURSE (Lc): 500. ft LENGTH TO CENTER OF GRAVITY (Lca): 250. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN EL EV (Hi) - ft 500. 30.0 MEAN SLOPE (Sc): .0600 ft BASIN FACTOR (Nb): .0450 WATERSHED TYPE(S): LOW DENSITY DEV RAINFALL VALUES EVENT i 2-YR 5-YR. 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47-' 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.1'2 P-•3 1.43 1.90 2.21 2.62 2.99 3'.35 P',6 1.60 2.14 2.50 2.96 3.38 3':80 P24 2.00 2.69 3,15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY=.20 % 35. % D., CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 30. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR• 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .458 .579 .641 .701 .743 .776 Tc ( FUNCTION OF i ) 7.69 7.00 6.72' 6.49 6.34 6.23 SOLUTION OF Tc (MINUTES): 5 5 5 5 .5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 1.903 3.185 4.096 5.289 6.383 7.463 PEAK DISCHARGE (CFS) 4.80 8.03 10.32 13.33 16.09 18.81 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 2A (EXISTING, INCL CP-2, REV 6.18.02). WATERSHED AREA (A): 5.00 acres LENGTH OF WATERCOURSE (Lc): 930. ft LENGTH TO CENTER OF GRAVITY (Lca): 460. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft 500. 30.0 430. 13.0 MEAN SLOPE (Sc): .0424 ft BASIN FACTOR (Nb): .0450 WATERSHED TYPE(S): LOW DENSITY DEV RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25--YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH COVER DENSITY= 20 % 35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 25. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR' 100-YR RUNOFF SUPPLY RATE (q/i): .426 .554 .619 .683 .728 .763 Tc ( FUNCTION OF i ) 13.15 11.83 11.32 10.88 10.61 10.42 SOLUTION OF Tc (MINUTES): 8 6 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 3.572 5.246 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 1.521 2.908 3.960 5.157 6.255 7.338 PEAK DISCHARGE (CFS) 7.66 14.66 19:96 25.99 31.52 36.98 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 2A (PROPOSED, INCL CP-2, REV 6.18.02) WATERSHED AREA (A): 4.50 acres LENGTH OF WATERCOURSE (Lc): 930, ft LENGTH TO CENTER OF GRAVITY (Lca): 460. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV:(Hi) - ft 500. 30.0 430. 13.0 MEAN SLOPE (Sc): .0424 - 1 ft BASIN FACTOR (Nb):' .0450 WATERSHED TYPE(S): LOW DENSITY DEV + RAINFALL VALUES EVENT. 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2':77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 t P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3:80 P24 2.00 2.69 3.15 3.74 4.27 4.80� SOIL GROUPS 65. % G, CN= 88, COVER TYPE= DESERT BRUSH. , COVER DENSITY= 20' $ '35. % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 30. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .458 .579 .641 .701 .743 .776 Tc ( FUNCTION OF i ) 12.78 11.63 11.17 10.77 10.53 10.35 . SOLUTION OF Tc (MINUTES):• 8 6 5 5 5 5 RAINFL INT. @.Tc (IN/HR): 3.572 5.246 6.395 7.545 8.592 9.623 - RUNOFF RATE @ Tc (IN/HR): 1.635 3.039 4.096 5.289 6.383 7.463 PEAK_DISCHARGE-(CFS) : -7.42 13.7a ;.Q 58 23.99 28.96 `-33.85 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY OFFSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: 3 (EXISTING, REV 6•,18.02) WATERSHED AREA (A): .44 acres LENGTH OF WATERCOURSE (Lc): 240. ft LENGTH TO CENTER OF GRAVITY (Lca): 120. ft INCREMENTAL CHANGE IN LENGTH (Li) -'ft INCREMENTAL CHANGE. IN ELEV (Hi) - ft 240. 9.0 MEAN SLOPE (Sc): .0375 ft BASIN FACTOR (Nb): .0500 WATERSHED TYPE(S): UNDEVELOPED RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12, P.3 1.43 1.90 2.21 2.62 2.99 3.357- P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2..69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH COVER DENSITY= 20 % 35. % D,. CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 0. $ RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR� 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .266 .430 .513 .596 .653 .698 Tc ( FUNCTION OF i } 8.25 6.81 6.34 5.97 5.76 5.61 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR) 1.105 2.366 3.284 4.496 5.612 6.712 PEAK 'DISCHARGE (CFS) .49 1.05 1.46 1.99 2.49 2.98 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE:HYDROLOGY DRAINAGE CONCENTRATION POINT: OVERALL (EXISTING)' WATERSHED AREA (A): 1.95 acres LENGTH OF WATERCOURSE (Lc): 380. ft LENGTH TO CENTER OF GRAVITY (Lca): 190. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV .(Hi) -.ft 380. 11.5 MEAN SLOPE (Sc): .0303 ft BASIN FACTOR (Nb): .0550 WATERSHED TYPE(S): UNDEVELOPED RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99., 3.35 P'6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH :, COVER DENSITY= 20 % 35- % D, CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 0. RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .266 .430 .513 .596 .653 .698 Tc ( FUNCTION OF i ) 13.03 10.75 10.01 9.43 9.09 8.86 SOLUTION OF Tc (MINUTES): 8 6 5. 5 5 5 RAINFL INT. @ Tc (IN/HR): 3.572 5.246 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): .950 2.257 3.284 4.496 5.612 6.712 PEAK DISCHARGE (CFS) 1.87 4.44 6.45 8.84 11.03 13.19 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: OVERALL (PROPOSED) WATERSHED AREA (A): 1.95 acres LENGTH OF WATERCOURSE (Lc): 380. ft LENGTH TO CENTER OF GRAVITY (Lca): 190. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft 380. 11.5 MEAN SLOPE (Sc): .0303 ft BASIN FACTOR (Nb): .0480 WATERSHED TYPE(S): COMMERCIAL RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % 35. % D,: CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 IMPERVIOUS COVER= 70. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .713 .778 .810 .841 .863 .979 Tc ( FUNCTION OF i )_ 7.66 7.40 7.28 7.17 7.10 7.05 SOLUTION OF'Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 2.966 4.278 5.179 6.346 7.412 8.463 PEAK DISCHARGE (CFS) 5.83 8.41 10.18 12.47 14'.57 16.64 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: A (PROPOSED, REV 6..18.02) WATERSHED AREA (A): .49 acres LENGTH OF WATERCOURSE (Lc): 220. ft LENGTH TO CENTER OF GRAVITY (Lca): 110. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV .(Hi) - ft 220. 6.0 MEAN SLOPE (Sc): .0273 ft BASIN FACTOR (Nb): .0480 WATERSHED TYPE(S): COMMERCIAL RAINFALL VALUES EVENT 2-YR 5-YR. 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH COVER DENSITY= 20.% 35. % D, CN= 91, COVER TYPE= DESERT BRUSH COVER DENSITY= 20 % IMPERVIOUS COVER= 75. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .745 .803 .831 .859 .878 .892 Tc ( FUNCTION OF i ) 5.65 5.49 5.41 5.34 5.30 5.26 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 3.099 4.415 5.314 6.478 7.541 8.589. PEAK DISCHARGE (CFS) 1.53 2.18 2.62 3.20 3.72 4.24 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE HYDROLOGY DRAINAGE CONCENTRATION POINT: B (PROPOSED, REV 6.18.02) WATERSHED AREA (A): .39 acres LENGTH OF WATERCOURSE (Lc): 255. ft LENGTH TO CENTER OF GRAVITY (Lca): 130. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft 255. 7.0 MEAN SLOPE (Sc): .0275 ft BASIN FACTOR (Nb): .0480 WATERSHED TYPE(S): COMMERCIAL RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 . P 2 1.33 1.77 2.06 2.44 2.78 3.12 P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.80 P24 2.00 2.69 3.15 3.74 4.27 4.80 i SOIL GROUPS 65. % C, CN= 88, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % 35. % D,. CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 % IMPERVIOUS COVER= 80. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .777 .828 .852 .876 .893 .905 Tc ( FUNCTION OF i ) 6.09 5.94 5.87 5.81 5.77 5.73 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 3.232 4.551 5.450 6.610 7.670 8.714 PEAK DISCHARGE (CFS) 1.27 1..79 2.14 2.60 3.02 3.43 PROJECT NAME AND LOCATION: SUFFOLK PROPERTY ONSITE"HYDROLOGY DRAINAGE CONCENTRATION POINT: C (PROPOSED, REV 6.18.02) WATERSHED AREA (A): .32 acres LENGTH,OF WATERCOURSE (Lc): 160. ft LENGTH TO CENTER OF GRAVITY (Lca): 80. ft INCREMENTAL CHANGE IN LENGTH (Li) - ft INCREMENTAL CHANGE IN ELEV (Hi) - ft 160. 5.0 MEAN SLOPE (Sc): .0312 ft BASIN FACTOR (Nb): .0480 WATERSHED TYPE(S): COMMERCIAL RAINFALL VALUES EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR P 1 1.19 1.58 1.84 2.17 2.47 2.77 P 2 1.33 1.77 2.06 2.44 2.78 3.12: P 3 1.43 1.90 2.21 2.62 2.99 3.35 P 6 1.60 2.14 2.50 2.96 3.38 3.8.0 P24 2.00 2.69 3.15 3.74 4.27 4.80 SOIL GROUPS 65. $'C, CN= 88, COVER TYPE= DESERT BRUSH >,' COVER DENSITY= 20 % 35. % D,. CN= 91, COVER TYPE= DESERT BRUSH , COVER DENSITY= 20 $ IMPERVIOUS COVER 85. $ RAINFALL/RUNOFF AND PEAK DISCHARGE DATA EVENT 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR RUNOFF SUPPLY RATE (q/i): .809 .853 .873 .894 .908 .918 Tc ( FUNCTION OF i ) 4.28 4.19 4.15 4.11 4.09 4.07 SOLUTION OF Tc (MINUTES): 5 5 5 5 5 5 RAINFL INT. @ Tc (IN/HR): 4.158 5.498 6.395 7.545 8.592 9.623 RUNOFF RATE @ Tc (IN/HR): 3.365 4.688 5.585 6.742 7.798 8.839 PEAK DISCHARGE (CFS) 1.09 1.51 1.80 .2.17 2.52 2.85 APPENDIX B HYDRAULIC COMPUTATIONS NAM AL FE00D JUSU➢ANCE PAeB M FIRM F100D INSURANCE RATE W? PIMA COUNTY, ARIZONA AND INCORPORATED AREAS PANEL 1639 OF 4100 (SEE MAP NDEX FON PANELS NOT MiNTM Comm COL"Ut!Y 1 Lum Pa i iqw P WY(� tl f M1M CPl F. VN�Wpnh9 NFN AO V � MAP NUMBER 0401=630 K UMIN DATE: IEBRUARY 8,1999 11 Fedmd Emernacy Mamt=eot Amey SCALE: 1 "=1000' FIRM PANEL l CURRENT DATE: 06-27-2002 FILE DATE: 06-27-2002 CURRENT TIME: 16:30:07 FILE NAME: 2006-EXT • hFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFtFFFFFFFFFFhFFFFFIFFFFFhFFFFFFFFFFFFFFF:FFFF • FFFFFFFFFFFFFFFFFFFFFFFFhF FHWA CULVERT ANALYSIs FFFFFFFFFFFFFFFFFFFFFhFFFh FFFFFFFFFFFFhFFFFFFhFFFFFF HY-8, VERSION 6.1 FFFFFFFFFFFFFFFFFFFFFhhFFF �FFF"IFFFFFFFFFhFFFFFFFFFFFFFFFFaFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFY C �. SITE DATA CULVERT SHAPE, MATERIAL, INLET �} 4 urFFFFFFFFFFFFFFFFFFFFFFFFFFfFFFFFFFFFFFFFIFFFFFFFFFFFFFFFFhhFFFFFFFFFFFFFFF= I L INLET, OUTLET CULVERT I BARRELS V ELEV. ELEV. LENGTH j SHAPE SPAN RISE MANNING INLET. NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE:: 1 51.50 50.00 82.01 1 CSP 2.00 2.00 .024 CONVENTIONAL.? 2 �i37 ry �4� j �5r1, j 9 �16¢ 9FFF�'FFFFFFFFFhFFFFFFFFFFFFFFFF�•FFFFFFFFFFFFFFFFFFFFFFFFhhhhhFFFFFFFFFFFFFFhFFFH • FFFFFFhFFFFFFFFFFFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFhFhFFFFFFFFFFFFFhEFFFFF SUMMARY OF CULVERT FLOWS (cfs) FILE: 2006-EXT DATE: 06-27-2002 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 51.50 0.0 0.0 0.0 0.0 0.0 0.0 '0.0 0.00' 1 52.17 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 52.44 3.4 3.4 0.0 0.0 0.0 0.0 0.0 - 0.00 1 52.69 5.1 5.1 0.0 0.0 0.0 0.0 0.0 0.00 L 52.91 6.6 6.8 0.0 0.0 0.0 0.0 0.0 0.001 53.13 8.5 8.5 0.0 0.0 0.0 0.0 0.0 0.00. l 53.34 10.2 10.2 0.0 0.0 0.0 0.0 0.0 0.00 L 53.52 11.9 10.9 0.0 0.0 0.0 0.0 0.0 0.00 30 53.73 13.6 1 L,9 0.0 0.0 0.0 0.0 0.0 1.61 29 53.75 15.3 12.0 0.0 0.0 0.0 0.0 0.0 3.16 8. 53.76 17.0 12.1 0.0 0.0 0.0 0.0 0.0 4.75 7 53.70 11.6 11.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPI,ING hFFFFhFFFFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFF , FFFFFFFFbFFbbFhFFFFFFFFFFFFFFFFFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFF-EPEE SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 2006-EXT DATE: 06-27-2002 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 51.50. 0.000 0.00 0.00 0.00 52.17 0.000 1.70 0.00 0.00 52.44 0.000 3.40 0.00 0.00 52.69 0.000 5.10 0.00 0.00 52.91 0.000 6.80 0.00 0.00 53.13 0.000 8.50 0.00 0.00 53.34 0.000 10.20 0.00 0.00 53.52 -0.005 11.90 0.96 8.07 53.73 -0.001 13.60 0.13 0.96 53.75 -0.001 15.30 _ 0.13 }, _ : v_ . Q. 85 _. . 53.76 -0.001 17.00 0.16 "' 0.'94 FFFFFFFFFFFFFFFFFFFFFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFhFFh <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 FFFFFFFFFFFFFiFhFFFFFFFFFFhFFhFFFFFFFFFFFFFFFFFFFFFhhFFFFFFFFFhhFFFFFFFFFFFFFFFFF ' sa' 2 CURRENT DATE: 06-27-2002 FILE DATE: 06-27-2002 CURRENT TIME: 16:30:07 FILE NIME: 2006-EXT FFFFFFFFFFFFFFFFFFFFFFFFhhhFFFFFFFFhhFFFFFhFhFFFFhhFFFFFFFFFFFFFFhhFFFFhhFFFFFFF PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2.00 (ft)) CSP FFFFFhFFFFFFFhFFhFFFFFFFFFFhFFFFFFFFFFFFFFFFhFFFFFFFhFFFhFFhFFFhhFFhFFFFFFFFFhFF DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW. ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) hhhbFFFhhhhhhFF mFhF FFFFFFFFFFFFFFFFFFFFFFhFFhbbFFhFhbhFFFFFhFFFFFFFFFFFhFFFFhh 0.00 51.50 0.00 0.00 0-NF 0.00 0.00 0.00 -0.01 0.00 0.00 1.70 52.17 0.67 0.67 I-S2n 0.43 0.44 0.34 0.13 4.62 2.18 3.40 , 52.44 0.94 0.94 1-S2n 0.61 0.64 0.54 0.21 4.93 2.79 5.10 52.69 1.19 1.19 1-S2n 0.76 0.80 0.70 0.26 5.24 3.21 6.80 52.91 1.41 1.41 1-S2n 0.89 0.92 0.82 0.31 5.61 3.54 8.50 53.13 1.63 1.63 1-S2n 1.01 1.04 0.94 0.36 5.88 3.81 10.20 53.34 1.84 1.84 1-S2n 1.13 1.14 1.04 0.40 6.18 4.04 10.94 53.44 1.94 1.94 1-S2n 1.18 1.18 1.08 0.43 6.29 4.25 11.86 53.74 2.06 2.24 2-M2c 1.25 1.23 1.23 0.47 5.83 4.43 12.61 53.75 2.03 2.25 2412c 1.26 1.24 1.24 0.50 5.86 4.60 12.08 53.76 2.09 2.26 2-Mc 1.27 1.25 1.25 0.53 5.87 4.75 FFhhhFFFFFFFhFFFhhFFFFFFFFFFFFFFFFFFFFFFFFFhFFFFFFhFFhFFFFFFFFFFFFFFFFhhFFFFFFFF El: inlet face invert 51.50 ft El. outlet invert 50.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft FFFFFFhFFFFFhhFFhFFFFFFFFFhFFFhFFhFFFFFFhFFFFFFFFFFFFhFFFhFFFFFFFFFFFFFFFFFFhFFF ***** SITE DATA ***** CULVERT INVERT µ;;rr,•:TTr** INLET STATION 0.00 ft INLET ELEVATION 51.50 ft OUTLET STATION 82.00 ft OUTLET ELEVATION 50.00 ft NUMBER OF BARRELS I SLOPE (V/II) 0.0183 CULVERT LENGTH ALONG SLOPE 82.01 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CORRUGATED STEEL BARREL tIANNING' S n 0.024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION' NONE FhFFFFhhhhhhhFhFFFFFFhFFFFFFFFFFFhhFFFFFFFFhhFhhhhFFFFFFFFhFFFhFFFhFFFFFFFhhFFFh 3 CURRENT DATE: 06-27-2002 FILE DATE: 06-27-2002 CURRENT TINE: 16:30:07 FILE NAME: 2006-EXT FFtFFFFFhFFFb1FFFFhFFhhhFFFFFFFFFFFhFFIFFFhFFFFF}FFFFFFhIFFFFFhFFfFFFFFFFFh Mh FFFhFFFFFFFFFFFFFFFFFFFFFF TAILWATER hFFFhhhFFFFFFhFFFFFhhFFFFF FFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFhFFhFFFFFFF **** REGULAR CHANNEL CROSS SECTION BOTTOM WIDTH 5.00 ft SIDE. SLOPE H/V WO 3.0 CHANNEL SLOPE V/H (ft/ft) 0.020 MANNING' S n (. 01-0. 1) 0.025 CHANNEL INVERT ELEVATION 49.99 ft CULVERT NO.1 OUTLET INVERT ELEVATION 50.00 ft **** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL i FLOW W. S. E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 49.99 0.000 0.00 0.00 0.00 1.70 50.13 1.013 0.14 2.18 0.18 3.40 50.21 1.058 0.22 2.79 0.27 5.10 50.26 1.082 0.27 3.21 0.34 6.80 50.31 1.098 0.32 3.54 0.40 8.50 50.36 1.109 0.37 3.81 0.46 10.20 50.40 1.118 0.41 4.04 0.51 11.90 50.43 1.125 0.44 4.25 0.55 13.60 50.47 1.130 0.48 4.43 0.60 15.30 50.50 1.135 0.51 4.60 0.64 17.00 50.53 1.139 0.54 4.75 0.67 FFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFhFFFFFFFFFFhFFFFFFFFFFFFF.M W FFFFFFbFFFFFFFFFFFFFFFFFFF ROADWAY OVERTOPPING DATA FFFFFFFFFFFFFFFFFFFFFFFFFF FFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFF ROADWAY SURFACE PAVED EMBANKMEN1 TOP WIDTH 75.00 ft CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION 63.70 ft FFFFFFFFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFFhFFFhFFFFFFFFFFFFFFFFFFFFFFFFFFFF SUFFOLK PROPERTY CROSS-SECTION - C-C (SWALE UPSTREAM OF WALL, REV 6.27.02) STA: .00 4.00 8.00 ELEV: 1.00 .00 1.00 DISCHARGEI'- 12. WSEL = .85 SLOPE _ .0300 SECTION AND SUBSECTION HYDRAULIC DATA TOTAL SUBSECTION #: SECTION 1 DISCHARGE (CFS) - 11.94 11.94 VELOCITY (FT/S) a 4.09 4.09 AREA (SQUARE FT) - 2.92 2.92 TOPWIDTH (FT) 6.84 6.84 DEPTH (FT) .85 .85 HYD. DEPTH (FT) _ .43 .93 WET. PERIM. (FT) - 7.05 7.05 HYD. RADIUS (FT) _ .41 .41 FROUDE NUMBER - 1.10 1.10 MANNINGS N VALUE - .0350 .0350 SUBSECTION 1 = STATION .00 TO STATION 8.00 SUFFOLK PROPERTY CROSS-SECTION - C-C (SWALE, CP-lA, REV 6.27.02) STA.. .00 4.00 8.00 ELEV: 1.00 .00 1.00 DISCHARGE _ 16. WSEL .87 SLOPE _ .0500 - SECTION AND SUBSECTION HYDRAULIC DATA TOTAL SUBSECTION #: SECTION 1 DISCHARGE (CPS) - 16.13 16.13' VELOCITY (FT/S) a 5.34 5.34 AREA (SQUARE FT) - 3.02 3.02 TOPWIDTH .(FT) _ - 6.95_ . . _ 6.95 DEPTH (FT) _ .87 .87 HYD. DEPTH (FT) _ .43 .43 WET. PERIM. (FT) = 7.17 7.17 HYD. RADIUS (FT) _ .42 .42 FROUDE NUMBER 1.43 1.43 MANNINGS N VALUE a .0350 .0350 SUBSECTION 1 - STATION .00 TO STATION 8.00 Curb Opening Length Computations SUFFOLK PROPERTY Q = 2.3 LY^(3/2) EQ. 10.14 L = Q/ 2.3Y^(3/2)*Cf Q = Rate of discharge into the opening; in cubic feet per second. L = Length of curb inlet; in feet Y = Depth of lip to curb -inlet; in feet Cf= Clogging Factor (1.0) Concentration Q 100 Y L Point cfs ft ft A 4.2 0.50 5.2 B 3.4 0.50 4.2 C 2.9 0.50 3.6 BASIN 3 OUT. 2.0 0.50 2.5 1A- 16.2 0.50 19.9 cmg 6/18/02 y APPENDIX C RETENTION / DETENTION COMPUTATIONS l 5 YR RETENTION ESTIMATE SUFFOLK PROPERTY Required Retention Storage Volume Vr = 1/12(CWdev-CWex)P1 *A EQ. 3.3 Vr = storage volume required (acre-feet) CWdev = weighted runoff coefficient for developed conditions (5YR) CWex = weighted runoff coefficient for existing conditions (5YR) P1 = one hour rainfall depth for the 5-yr storm (inches) A = drainage area (acres) Vr CWdev CWe> P1 A 0,0853125 0.78 0.43 1.5 1.95 cmg x , � O Z -- log ;i Vol_ _ O 08s OC-- } . f iL E Vol_ i S 9 �' l•'� ZZao a, 0�#-2 i :.i PrSI rJ Z C 5 l 0 E SLOiE S, STG iZ E —._---------- V o v • _.. _ ._ $ S Z•o ZII S�, 05 5N.5 ti 3 L4•• rz- E P- V (D � G � c� -1 Z O O • � 1 c:7 1 -7-7 •1 1� N5 � � _. l�`� ► E N"i l O r-�'_ b t. 1. � ;v i l.a �.J .. �� ..----------..._---_ - - -- � o 0 a c- - - -- - - -- 0 . v - — - --- -- ----- 2� O kNE 2- 7 —� -- --.(�i two..► .'n i� =-._3: 0 S._® �'S �� — Z LG eT :: 2•0 _ _ � •os� l� S� i - _I 1! 5 �C4.5. 4.1 cf-- RESERVOIR RMITI14G FOR: PAGE 1 100-YR TO BASIN 1 (REV 6.18.02) BASIN 1 (REV 6.16.02) WORKING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+O/2 (ft) (cfs) (cf9) (ac-ft) (cfs) (cfs) .00 ,CO .00 .0000 .00 .00 .50 .00 ,00 .0070 5.08 5.08 1.25 .00 .00 .0330 23.96 23.96 1.50 3.00 1.50 .0420 30.49 31.99 ROUTING TABLE: STEP TIM INFLOW S/DT+O/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfs) (cfs) (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1 1.00 .08 .04 .00 .0001 .00 2.00 .23 .19 .00 .0003 .02 3 3.00 .43 .52 .00 .0007 .05 4 4.00 .65 1.06 .00 .0015 .10 5 5.00 .90 1.04 .00 .0025 .18 6 6.00 1.19 2.80 .00 0040 .28 7 7.00 1.51 4.24 .00 .0058 .42 8 8.00 1.83 5.91 .00 .0081 .53 9 9.00 2.21 7.93 .00 .0109 .61 10 10.00 2.64 10.35 .00 .0143 .71 11 11.00 3.14 13.24 .00 .0182 .82 12 12.00 3.60 16.61 .00 .0229 .96 13 13.00 3.98 20.40 .00 .0281 1.11 14 14.00 4.20 24.49 .20 .0336 1.27 15 15.00 3.88 28.33 1.63 .0379 1.39 '16 16.00 3.62 30.45 2.42 .0403 1.45 :1717.00 3.36 31.51 2.82 .0415 1.49 18 18.00 3.11 31.93 2.98 .0419 1.50 19 19.00 2.87 31.94 2.98 .0419 1.50 20 20.00 2.64 31.72 2.90 .0417 1.49 21 21.00 2.44 31.36 2.76 .0413 1.48 22 22.00 2.25 30.94 2.61 .0408 1.47 23 23.00 2.06 30.49 2.44 .0403 1.45 24 24.00 1.88 30.02 2.26 .0398 1.44 25 25.00 1.71 29.55 2.09 .0393 1.42 26 26.00 1.55 29.09 1.92 .0380 1.41 27 27.00 1.40 29.65 1.75 .0383 1.40 28 28.00 1.27 28.23 1.60 .0378 1.38 29 29.00 1.14 27.84 1.45 .0374 1.37 .30 30.00 1.01 27.47 1.31 .0369 1.36 31 31.00 .92 27.12 1.18 .0365 1.35 32 32.00 .82 26.81 1.07 .0362 1.34 33 33.00 .73 26.52 .96 .0359 1.33 34 34.00 .67 26.26 .86 .0356 1.32 35 35.00 .60 26.04 .78 .0353 1.31 36 36.00 .54 25.83 .70 .0351 1.31 37 37.00 .49 25.65 .63 0349 1.30 38 38.00 .44 25.48 .57 .0347 1.30 39 39.00 .40 25.33 .51 .0345 1.29 40 40.00 .36 25.20 .46 .0344 1.29 41 41.00 .33 25.08 .42 .0343 1.28 42 42.00 .30 24.98 .36 .0341 1.28 43 43.00 .28 24.09 .35 .0340 1.28 44 44.00 .26 24.81 .32 .0340 1.28 45 45.00 .24 24.74 .29 .0339 1.27 46 46.00 .21 24.67 .27 .0338 1.27 47 47.00 .20 24.61 .24 .0337 1.27 48 48.00 .18 24.56 .22 .0337 1.27 49 49.00 .17 24.51 .21 .033G 1.27 SO 50.00 .15 24.46 .19 .0336 1.27 51 51.00 .14 24.42 .17 .0335 1.26 52 52.00 .12 24.38 .16 .0335 1.26 53 53.00 .12 24.34 .14 .0334 1.26 54 54.00 .11 24.31 .13 .0334 1.26 55 55.00 .10 24.29 .12 .0334 1.26 56 56.00 .09 24.26 .11 .0333 1.26 57 57.00 .09 24.24 .10 .0333 1.26 58 58.00 .08 24.22 .10 .0333 1.26 59 59.00 .07 24.20 .09 .0333 1.26 60 60.00 .07 24.18 .08 .0332 1.26 61 61.00 .06 24.16 .08 .0332 1.26 62 62.00 .05 24.14 .07 .0332 1.26 63 63.00 .05 24.12 .06 .0332 1.26 64 64.00 .05 24.11 .06 .0332 1.25 65 65.00 .04 24.10 .05 .0332 1.25 66 66.00 .04 24.09 .05 .0331 1.25 67 67.00 .04 24.08 .04 .0331 1.25 66 68.00 .03 24.07 .04 _.0331 1.2,5, , - 69 69,00 _,--"-.03 24.C6 .04 .0331 1.25"- 70 70.00 .03 24.05 .G3 .0331 1.25 71 71.00 .03 24.05 .03 .0331 1.25 72 72.00 .03 24.04 .03 .0331 1.25 RESERVOIR ROUTING FOR: PAGE 2 100-YR TO BASIN 1 (REV 6.18.02) BASIN 1 (REV 6.18.02) {FORKING TABLE: STAGE OUTFLOW 012 STORAGE S/DT S/DT+0/2 (ft) (cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 .50 .00 .00 .0070 5.08 5.08 1.25 .00 .00 .0330 23.96 23.96 i.50 3.00 1.50 .0420 30.49 31.99 ROUTING TABLE: STEP TIME INFLOW S/DT+O/2 OUTMOW STORAGE STAGE (min) (cfa) (cfa) (cfs) (ac-ft) (ft) 73 73.00 .03 24.04 .03 .0331 1.25 74 74.00 .03 24.04 .03 .0331 1.25 75 75.00 .03 24.04 .03 .0331 1.25 76 76.00 .02 24.03 .03 .0331 1.25 77 77.00 .02 24.03 .03 .0331 1.25 78 78.00 .02 24.02 .02 .0331 1.25 79 79.00 .02 24.02 .02 .0331 1.25 80 80.00 .02 24.02 .02 .0331 1.25 81 81.00 .02 24.01 .02 .0331 1.25 82 82.00 .02 24.01 .02 .0331 1.25 83 83.00 .02 24.01 .02 .0331 1.25 84 84.00 .01 24.01 .02 .0331 1.25 85 85.00 .01 24.00 .02 .0330 1.25 86 86.00 .01 23.99 .01 .0330 1.25 87 67.00 .01 23.99 01 .0330 1.25 88 88.00 .01 23.99 .01 .0330 2.25 99 89.00 .01 23.99 .01 .0330 1.25 90 90.00 .01 23.99 .01 .0330 1.25 91 91.00 .01 23.99 .01 .0330 2.25 92 92.00 .00 23.98 .01 .0330 1.25 93 93.00 .00 23.97 .01 .0330 1.25 94 94.00 .00 23.97 .00 .0330 1.25 95 95.00 .00 23.96 .00 .0330 1.25 96 96.00 .00 23.96 .00 .0330 1.25 e RESERVOIR ROUTING FOR: PAGE 1 10-YR TO BASIN 1 (REV 6.18.02) - BASIN I (REV 6.18.02) WORKI:JG TABLE: STAGE OUTf7,C:4 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfa) (cfa) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 .50 .00 .00 .0070 5.08 5.08 1.25 .00 .00 .0330 23.9E 23.96 1.50 3.00 1.50 .0420 30.49 31.99 ROUTING TABLE: STEP TIME INFLOW S/DT+O/2 CUT SOW STORAGE STAGE (min) (cfa) (cfa) (cfs) (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1 1.00 .05 .03 .00 .0000 .00 2 2.00 .13 .11 .00 .0002 .01 ' 3 3.00 .25 .31 .00 .0004 .03 4 4.00 .39 .63 .00 .0009 .06 5 5.00 .54 1.09 .00 .0015 .11 6 6.00 .71 1.72 .00 .0024 .17 �7 7.00 .90 2.52 .00 .0035 .25 8 8.00 1.09 3.51 .00 .0048 .35 9 9.00 1.31 4.71 .00 .0065 .46 10 10.00 1.55 6.14 .00 .0085 .54 11 11.00 1.85 7.64 .00 .0108 .61 12 12.00 2.13 9.83 .00 - .0135 .69 13 13.00 2.38 12.09 .00 .0167 .78 14 14.00 2.60 14.58 .00 .0201 .88 15 15.00 2.46 17.11 .00 .0236 .98 16 16.00 2.31 19.49 .00 .0269 1.07 17 17.00 2.16 21.73 .00 .0299 1.16 - 18 18.00 2.00 23.81 .00 .0328 1.24 19 19.00 1.06 25.74 .67 .0350 1.31 , 20 20.00 1.71 26.86 1.08 .0363 1.34 21 21.00 1.58 27.42 1.29 .0369 1.36 22 22.00 1.47 27.65 1.38 .0371 1.36 23 23.00 1.35 27.68 :.39 .0372 1.37 24 24.00 1.24 27.59 1.36 .0371 1.36 25 25.00 1.13 27.42 1.29 .0369 1.36 26 26.00 1.03 27.21 1.21 .0366 1.35 27 27.00 .94 26.98 .13 .0364 1.34 28 28.00 .84 26.74 1.04 .0361 1.34 29 29.00 .77 26.51 .95 .0359 1.33 30 30.00 .69 26.28 .87 .0356 1.32 31 31.00 .62 26.07 .79 .0354 1.32 _ 32 32.00 .56 25.87 .71 .0351 1.31 33 33.00 .50 25.69 .65 .0349 1.30 34 34.00 .45 25.52 .58 .0347 1.30 35 35.00 .41 25.36 .53 .0346 1.29 36 36.00 .37 25.23 .47 .0344 1.29 37 37.00 .34 25.11 .43 .0343 1.29 30 38.00 .31 25.00 .39 .0342 1.20 39 39.00 .27 24.90 .35 .0341 1.28 40 40.00 .25 24.81 .32 .0340 1.28 41 41.00 .23 24.73 .29 .0339 1.27 42 42.00 .20 24.66 .26 .0338 1.27 43 43.00 .19 24.59 .24 .0337 1.27 44 44.00 .18 24.54 .22 .0337 1.27 45 45.00 .16 24.49 .20 .0336 1.27 46 46.00 .15 24.45 .18 .0335 1.27 47 47.00 .14 24.41 .17 '.0335 1.26 48 48.00 .12 24.37 .15 .0335 1.26 49 49.00 .12 24.34 .14 .0334 1.26 50 50.00 .11 24.31 .13 .0334 1.26 51 51.00 .10 24.28 .12 .0334 1.26 52 52.00 .09 24.26 .0333 1.26 53 53.00 .08 24.23 .10 .0333 1.26 54 54.00 .07 24.20 .09 .0333 1.29 55 55.00 .07 24.18 .08 .0333 1.26 56 56.00 -07 24.17 .08 .0332 1.26 57 57.00 .06 24.15 .07 .0332 1.26 58 56.00 .06 24.14 .07 .0332 1.26 59 59.00 .05 24.13 .06 .0332 1.26 60 60.00 .05 24.11 .06 .0332 1.25 61 61.00 .04 24.10 .05 .0332 1.25 62 62.00 .04 24.09 .05 .0331 1.25 63 63.00 .04 24.08 .05 .0331 1.25 64 64.00 .03 24.07 .04 .0331 1.25 65 65.00 .03 24.06 .04 .0331 1.25 66 66.00 .03 24.05 .03 .0331 1.25 67 67.00 .03 24.05 .03 .0331 1.25 68 68.00 .02 24.04 .03. .0331 -._ 1.25 69 69.00 .02 24.03 .03 .0331 1.25 70 70.00 .02 24.02 C2 .0331 1.25 71 71.00 .02 24.02 .02 .0331 1.25` 72 72.00 .02 24.02 .02 .0331.' RE°ERVOIR RO77I141. FOR: PAGE 2 10-YR TO BASIL: 1 (REV 6.18.021 BASIN 1 (REV c.18.02) WORKING TABLE: STAGE OUTFLGA 0/2 STORAGE S/DT S/DT+O/2 (ft) (cfs) (cfs) (ac-ftl (cfs) (cfs) .00 .00 .00 .0000 .00 .00 .50 '.00 .00 .0r..70 5.08 5.08 1.25 .00 .00 .0330 23.96 23.96 1.50 3.00 1.50 .0420 30.49 31.99 ROUTING TABLE: STEP TIME INFLOW S/DT+O/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfsl (cfs) (ac-ft) (ft) 73 73.03 .32 24.01 .02 .0331 1.25 74 74.00 .02 24.01 .02 .0331 1.25 75 75.00 .02 24.01 .02 .0331 1.25 76 76.00 .02 24.01 .02 .0331 1.25 77 77.00 .02 24.01 .02 .0331 1.25 78 78,00 .01 24.01 .02 .0331 1.25 79 79.00 .01 24.00 .02 .0330 1.25 80 80.00 .01 23.99 .01 .0330 1.25 81 91.00 .01 23.99 .01 .0330 1.25 82 82.00 .01 23.99 .01 .0330 1.25 83 83.00 .01 23.99 .01 .0330 1.25 84 84.00 .01 23.99 .01 .0330 1.25 85 05.00 .01 23.99 .01 .0330 1.25 86 86.00 .01 23.99 .01 .0330 1.25 87 87.00 .01 23.99 .01 .0330 1.25 88 88.00 .01 23.98 .01 .0330 1.25 89 89.00 .01 23.98 .01 .0330 1.25 90 90.00 .01 23.99 .01 .0330 1.25 91 91.00 .01 23.98 .01 .0330 1.25 92 92.00 .00 23.98 .01 .0330 1.25 93 93.00 .00 23.97 .01 .0330 1.25 94 94.00 .00 23.97 .00 .0330 1.25 95 95.00 .00 23.96 .00 .0330 1.25 96 96.00 .00 23.96 .00 .0330 1.25 97 97.00 .00 23.96 .00 .0330 1.25 98 98.00 .00 23.96 .00 .0330 1.25 99 99.00 .00 23.99 .00 .0330 1.25 RESERVOIR ROUTING FOR: PAGE 1 2-YR TO BASIN 1 (REV 6.18.02) BASIN 1 (REV 6.18.02) WORKING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+O/2 (ft) (cfs) (cf3) (ac-ft) (cf3) (cfs) ..00 .00 .00 .0000 .00 .00 •50 .00 .00 .0070 5.08 5.08 1.25 .00 .00 .0330 23.96 23.96 1.50 3.00 1.50 .0420 30.49 31.99 ROUTING TABLE: STEP TIME INFLOW S/DT+O/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfs) (efs) (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1 1.00 .03 .01 .00 .0000 .00 2 2.00 .09 .08 .00 .0001 .01 3 3.00 .17 .21 .00 .0003 .02 4 4.00 .27 .43 .00 .0006 .04 5 5.00 .36 .74 .00 .0010 .07 6 6.00 .49 1.16 .00 .0016 .11 7 7.00 .61 1.71 .00 .0024 .17 8 8.00 .75 2.39 .00 .0033 .24 9 9.00 .91 3.22 .00 .0044 .32 10 10.00 1.11 4.24 .00 .0058 .42 11 11.00 1.29 5.43 .00 .0075 .51 12 12.00 1.43 6.80 .00 .0094 .57 13 13.00 1.50 8.26 .00 .0114 .63 14 14.00 1.36 9.69 .00 .0133 .68 ,15 15.00 1.26 11.00 .00 .0152 .74 16 16.00 1.16 12.21 .00 .0168 .78 17 17.00 1.06 13.32 .00 .0183 .83 18 18.00 .97 14.34 .00 .0191 .87 19 19.00 .89 15.27 .00 .0210 .90 20 20.00 .82 16.12 .00 .0222 .94 21 21.00 .74 16.90 .00 .0233 .97 22 22.00 .67 17.61 .00 .0242 1.00 23 23.00 .60 18.24 .00 .0251 1.02 24 24.00 .54 18.81 .00 .0259 1.05 25 25.00 .48 19.32 .00 .0266 1.07 26 26.00 .43 19.78 .00 .0272 1.08 27 27.00 .39 20.19 .00 .0278 1.10 28 28.00 .34 20.55 .00 .0283 1.11 29 29.00 .30 20.87 .00 .0287 1.13 30 30.00 .27 21.16 .00 .0291 1.14 31 31.00 .24 21.41 .00 .0295 1.15 32 32.00 .22 21.64 .00 .0298 1.16 33 33.00 .19 21.84 .00 .0301 1.17 34 34.00 .17 22.02 .00 .0303 1.17 35 35.00 .15 22.18 .00 .0306 1.18 36 36.00 .14 22.33 .00 .0308 1.19 37 37.00 .12 22.46 .00 .0309 1.19 38 38.00 .11 - 22.57 .00 .0311 1.20 39 39.00 .10 22.68 .00 .0312 1.20 40 40.00 .09 22.77 .00 .0314 1.20 41 41.00 .09 22.86 .00 .0315 1.21 ' 42 42.00 .08 22.95 .00 .0316 1.21 43 43.00 .07 23.02 .00 .0317 1.21 44 44.00 .06 23.09 .00 .0319 1.22 45 45.00 .06 23.15 .00 .0319 1.22 46 46.00 .05 23.20 .00 .0320 1.22 47 47.00 .05 23.25 .00 .0320 1.22 48 48.00 .04 23.30 .00 .0321 1.22 49 - 49.00 .04 23.34 .00 .0321 1.23 50 50.00 .04 23.38 .00 .0322 1.23 51 51.00 .03 23.41 .00 .0323 1.23 52 52.00 .03 23.44 .00 .0323 1.23 53 53.00 .03 23.48 .00 .0323 1.23 '54 54.00 .03 23.51 .00 .0324 1.23 55 55.00 .02 23.53 .00 .0324 1.23 56 56.00 .02 23.55 .00 .0324 1.23 57 57.00 .02 23.57 .00 .0325 1.23 58 58.00 .02 23.59 .00 .0325 1.24 59 59.00 .02 23.61 .00 .0325 1.24 60 60.00 .01 23.63 .00 .0325 1.24 61 61.00 .01 23.64 .00 .0326 1.24 62 62.00 .01 23.65 .00 .0326 1.24 63 63.00 .01 23.66 .00 .0326 1.24 64 -64.00 .01 23.67 .00 .0326 1.24 65 65.00 .01 23.68 .00 .0326 1.24 66 66.00 .01 23.69 .00 .0326 1.24 67 67.00 .01 23.70 .00 .0326 1.24 68 68.00 .01 23.71 .00 .0327-1,24,,•- - - - - - - - 69 69.00 .01 23.72 .00 .0327 1.24 " 70 70.00 .01 23.73 .00 .0327 1.24 71 71.00 .01 23.74 .00 .0327 1.24 72 72.00 .01 23.75 .00 .0327 1.24 RESERVOIR RCVJTING FOR.: PACE 2 2-YR TO BASIN 1 (REV 6.18.02) BASIN 1 (REV 6.18.02) ' WORKING TABLE: STAGE OUTFLC4 0/2 STORAGE S/DT S/DT-0/2 (ft) (cfs) (cfs) Jac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 .50 .DO .00 .0070 5.08 5.08 1.25 .00 .00 .0330 23.96 23.96 1.50 3.00 1.50 .0420 30.49 31.49 ROUTING TABLE: STEP TIM INFLOW S/DT+O/2 OUTFLOW STORAGE STAGE 7`3 (min) (cfs) (cfs) (cfs) (ac-ft) (ft) 73.00 .01 23.76 .00 .0327 1.24 74 74.00 .01 23.77 .00 .0327 1.24 75 75.00 .01 23.78 .00 .0327 1.24 76 76.00 .01 23.79 .00 .0328 1.24 77 77.00 .01 23.80 .00 .0328 1.24 78 78.00 .00 23.80 .00 .0328 1.24 79 79.00 .00 23.80 .00 .0328 1.24 80 80.00 .00 23.00 .00 .0328 1.24 01 81.00 .00 23.80 .00 .0328 1.24 82 82.00 .00 23.80 .00 .0328 1.24 83 83.00 .00 23.80 .00 .0328 1.24 84 84.CO .00 23.80 .00 .0328 1.24 85 85.00 .00 23.80 .00 .0328 1.24 86 86.00 .00 23.80 .00 .0328 1.24 07 67.00 .00 23.80 .00 .0328 1.24 88 88.00 .00 23.80 .00 .0328 1.24 RESERVOIR ROUTING FOR: PAGE 1 100-YR TO BASIN 2 (REV 6.27.02) BASIN 2 (R-I✓ 6.27.02) WCRKI1IG TABLE: STAGE OUTFLC64 012 STORAGE S/DT S/DT+O/2 (ft) (cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .GO .00 .0000 .00 .00 1.00 .00 .00 .0140 i0.16 10.16 1.75 .00 .00 .0470 34.12 34.12 2.00 .1.54 .77 .0580 42.11 42.88 ROUTING TABLE: STEP I'll-M INFLOW S1DT+0/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfs) (cfs) (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1 1.00 .06 .03 .00 .0000 .00 2 2.00 .18 .15 .00 .0002 .01 3 3.00 .35 .42 .00 .0006 .04 -4 4.00 .53 .86 .00 .0012 .08 5 5.00 .73 1.49 .00 .0020 .15 6 6.00 .97 2.34 .00 .0032 .23 7 7.00 1.22 3.43 .00 .0047 .34 8 8.00 1.49 4.78 .00 .0066 .47 9 9.00 1.79 - 6.42 .00 .0088 .63 10 10.00 2.14 8.39 .00 .0116 .83 11 11.00 2.54 10.73 .00 .0148 1.02 12 12.00 2.91 13.45 .00 .0185 1.10 13 13.00 3.22 16.52 .00 .0228 1.20 14 14.00 3.40 19.83 .00 .0273 1.30 15 15.00 3.14 23.10 .00 .0318 1.40 16 16.00 2.93 26.14 .00 .0360 1.50 17 17.00 2.72 28.96 .00 .0399 1.59 18 18.00 2.52 31.58 .00 .0435 1.67 19 19.00 2.32 34.00 .00 .0468 1.75 20 20.00 2.14 36.23 .37 .0496 1.81 21 21.00 1.97 37.91 .67 .0518 1.86 22 22.00 1.63 39.15 .88 .0533 1.89 23 23.00 1.67 40.01 1.04 .0544 1.92 24 24.00 1.52 40.57 1.13 .0551 1.93 25 25.00 1.38 40.89 1.19 .0555 1.94 26 26.00 1.25 41.01 1.21 .0557 1.95 27 27.00 1.13 40.99 1.21 .0556 1.95 28 28.00 1.02 40.86 1.18 .0555 1.94 29 29.G0 .92 40.64 1.15 .0552 1.94 30 30.00 .02 40.37 1.10 .0548 1.93 31 31.00 .74 40.05 1.04 .0544 1.92 32 32.00 .67 39.71 .96 .0540 1.91 33 33.00 .59 39.36 .92 .0536 1.90 34 34.00 .54 39.00 .86 .0531 1.89 35 35.00 .49 38.66 .00 .0527 1.80 36 36.00 .44 38.33 .74 .0523 1.87 37 37.00 .40 38.01 .68 .0519 1.86 38 38.00 .35 37.70 .63 .0515 1.85 39 39.00 .32 37.40 .58 .0511 1.84 40 40.00 .29 37.13 .53 .0508 1.84 41 41.00 .26 36.88 .48 .0505 1.83 42 42.00 .25 36.65 .44 .0502 1.82 43 43.00 .23 36.44 .41 .0499 1.82 44 44.00 .21 36.26 .38 .0497 1.01 45 45.00 .19 36.00 .34 .0495 1.81 46 46.00 .17 35.92 .32 .0493 1.80 47 47.00 .16 35.77 .29 .0491 1.80 48 48.00 .15 35.63 .27 .0489 1.79 49 49.00 .14 35.51 .24 .0487 1.79 50 50.00 .12 35.40 .22 .0486 1.79 51 51.00 .11 35.29 .20 .0485 1.78 52 52.00 .10 35.19 .19 .0483 1.78 53 53.00 .09 35.10 .17 .0482 1.78 54 54.00 .09 35.01 .16 .0481 1.78 55 55.CO .08 34.94 .14 .0480 1.77 56 56.00 .08 34.08 .13 .0479 1.77 57 57.00 .07 34.82 .12 .0479 1.77 58 58.00 .06 34.76 .il .0478 1.77 59 59.00 .06 34.71 .10 .047', 1.77 60 60.00 .05 34.66 .09 .0477 1.77 61 61.00 .05 34.62 .09 .0476 1.76 62 62.00 .04 34.57 .08 .0476 1.76 63 63.00 .04 34.53 .07 .0475 1.76 64 64.00 .04 34.50 .07 .0475 1.76 65 65.00 .04 34.48 .06 .0474 1.76 66 66.0 .03 34.45 .06 .0474 1.76 67 67.00 .03 34.42 .05 .0474 1.76 68 68.00 .03 34.40 .05 .0473 1.7.6 69 69.00 .03 34.38 .05 .0473 1.76, 70 70.00 .03 34.36 .04 .0473 1.76;.' 71 71.JO .02 34.35 .04 .0473 1.76 72 72.00 .02 34.33 .04 .0473 1.76 f PAGE 2 RESERVOIR POUTING FOR: 100-YR TO BASIN 2 (REV 6.27.02) BASIN 2 (REV 6.27.02) WORKING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+O/2 ' (ft) (cfa) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .0000 .00 .00 .00 1.00 .00 .00 .0140 10.16 10.16 1.15 .00 .00 .0470 34.12 34.12 2.00 1.54 .77 .0580 42.11 42.88 ROUTING TABLE_:.. STEP TIME _ INFLOW- S/DT+O/2 _ - OUTFLOW"STORAGE - - STAGE (min) (cfs) (cfs) (cfs) lac-ft) (ft) 73 73.00 .02 34.31 .03 .0472 1.76 74 74.00 .02 34.30 .03 .0472 1.76 75 75.00 .02 34.29 .03 .0472 1.75 76 76.00 .02 34.28 ..03 .0472 1.75 77 77.00 .02 34.27 .03 .0472 1.75 76 78.00 .02 34.26 .03 .0472 1.75 79 79.00 .02 34.26 .02 .0472 1.75 80 80.00, .02 34.26 .02 .0472 1.75 81 81.00 .01 34.25 .02 .0472 1.75 82- 82.00 .01 34.23 .02 .0471 1.75 i 83 $3.00 .01 34.22 .02 .0471 1.75 1.75 84 84.00 .01 34.22 .02 .0471 1.75 85 65.00 .01 34.21 .02 .0471 1.75 86 86.00 .01 34.20 .01 .0471 87 87.00 .01 34.20 .01 .0471 1.75 f - 88 88.00 .01 34.20 .01 .0471 1.75 89 89.00 .01 34.19 .01 .0471 1.75 90 90.00 .01 34.19 .01 .0471 1.75 1.75 91 91.00 .00 34.18 .01 .0471 1.75 92 92.00 .00 34.17 .01 .0471 93 93.00 .00 34,16 .01 .0471 1.75 I 94 94.00 .00 34.16 .01 .0470 1.75 95 95.00 .00 34.15 .01 .0470 1.75 i 96 ) 96.00 .00 34.15 .00 .0470 1.75 RESERVOIR ROUTING FOR: PAGE 10-:R TO BASIN 2 (REV 6.27.02) 1 BASIN 2 (REV 6.27.02) WORY.ING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+0/2 (ft) (Cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 1.00 .00 .00 .0140 iU.16 10.16 1.?$ .00 .00 .0470 34.12 34.12 2.00 1.54 .77 .0590 42.11 42.88 ROUTING TABLE: STEP TIME INFLOW S/DT+0/2 OUTFLOW STORAGE STALE (min, (cfs) (cfs) (cfs) (ac-ft) (ft) 0 .00 .00 .00 .00 - .0000 .00 1 1.00 .04 .02 .00 .0000 .00 2 2.00 it .09 .00 .0001 .01 3 3.00 .20 .25 .00 .0003 .02 4 4.00 .31 .50 .00 .0007 .05 5 5.00 .43 .88 .00 .0022 .09 6 6.00 .57 1.38 .00 .0019 .14 7 7.00 .72 2.02 .00 .0028 .20 8 8.00 .88 2.82 .00 .0039 .28 9 9.00 1.06 3.79 .00 .0052 .37 10 10.00 1.25 4.94 .00 .0068 .49 11 11.00 1.50 6.32 .00 .0087 .62 12 12.00 1.72 7.93 .00 .0109 .78 13 13.00 1.93 9.76 .00 .0134 .96 14 14.00 2.10 11.77 .00 .0162 1.05 I 15 15.00 1.99 13.82 .00. .0190 1.11 16 16.00 1.87 15.75 .00 .0217 1.17 17 17.00 1.74 17.55 .00 .0242 1.23 18 18.00 1.62 19.23 .00 .0265 1.28 19 19.00 1.50 20.79 .00 .0286 1.33 1 20 20.00 1.38 22.23 .00 .0306 1.38 21 21.00 1.27 23.56 .00 .0324 1.42 22 22.00 1.18 24.78 .00 .0341 1.46 23 23.00 1.09 25.92 .00 .0357 1.49 24 24.00 1.00 26.96 .00 .0371 1.53 25 25.00 .91 27.92 .00 .0385 1.56 26 26.00 .83 28.79 .00 .0396 1.58 27 27.00 .76 29.58 .00 .0407 1.61 i 28 28.00 .68 30.30 .00 .0417 1.63 29 29.00 .62 30.95 .00 .0426 1.65 30 30.00 .56 31.54 .00 .0434 1.67 31 31.00 .50 32.07 .00 .0442 1.69 32 32.00 .45 32.55 .00 .0448 1.70 33 33.00 .41 32.98 .00 ,0454 1.71 34 34.00 .37 33.37 .00 .0460 1.73 35 35.00 .33 33.72 .00 .0464 1.74 36 -36.00 .30 34.03 .00 .0469 ' 1.75 37 37.00 .27 34.31 .03 .0472 1.76 38 38.00 .25 34.54 .07 .0475 1.76 i 39 39.00 .22 34.70 .10 .0477 1.77 40 40.00 .20 34.81 .12 .0479 1.77 41 41.00 .18 34.88 .13 .0460 1.77 42 42.00 .17 34.92 .14 .0480 1.77 43 43.00 .15 34.94 .14 .0480 1.77 44 44.00 .14 34.94 .14 .0480 1.77 45 45.00 .13 34.93 .14 .0480 1.77 ' 46 46.00 .12 34.91 .14 .0480 1.77 47 47.00 .11 34.89 .14 .0480 1.77 48 48.00 .10 34.86 .13 .0479 1.77 49 49.00 .09 34.83 .12 .0479 1.77 50 50.00 .09 34.79 .12 .0478 1.77 51 51.00 .08 34.76 .11 .0478 1.77 52 52.00 .07 34.72 .11 .0478 1.77 53 53.00 .07 34.69 .10 .0477 1.77 54 54.00 .06 34.65 .09 .0477 1.77 55 55.00 .06 34.62 .09 .0476 1.76 i 56 56.00 .05 34.59 .08 .0476 1.76 57 57.00 .05 34.55 .08 .0475 1.76 58 58.00 .05 34.53 .07. .0475 1.76 59 59.00 .04 34.50 .07 .0475 1.76 60 60.00• .04 34.48 .06 .0474 1.76 61 61.00 .04 34.45 .06 _ .0474 1.76 62 62.00 .03 34.43 .05 .0474 1.76 63 63.00. .03 34.41 .05 .0474 1.76 64 64.00 .03 34.39 .05 .0473 1.76 65 65.00 .02 34.36 .04 .0473 1.76 66 66.00 .02 34.34 .04 .0473 1.76 67 67.00 .02 34.32 .04 .0473 1.76 - 68 68.00 .02 34.31 .03 .0472 - 1.7S. 69 69.00 .02 34.30 .03 .0472 70 70.00 .02 34.28 .03 .0472 1.75 71 71.00 .02 34.28 .03 .0472 1.75 72 72.00 .02 34.27 .03 .0472 1.75 j 4) t RESERVOIR ROUTING FOR: CAGE 2 10-YR TO BASIN 2 (REV 6.27.02) BASIN 2 (REV 6.27.02) WORKING TABLE: STAGE OUTFLCW 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 1.00 .00 .00 .0140 10.16 10.16 1.75 .00 .00 .0470 34.12 34.12 2.00 1.54 .77 .0580 42.11 42.8B ...ROUTING TABLE:.._.. STEP TIA:E INFLOW S/DT+O/2 OUTFLOW STORAGE STAGE (min) (cfa) (cfs) (cfs) (ac-ft) (ft) 73 73.00 .02 34.26 -.02 .0472 1.75 74 74.00 .01 34.25 .02 .0472 1.75 75- 75.00 .01 34.24 .02 .0471 1.75 76 76.00 .01 34.23 .02 .0471 1.75 77 77.00 .01 34.22 .02 .0471 1.75 78 70.00 .01 34.21 .02 .0471 1.75 79 79.00 .01 34.21 .01 .0471 1.75 60 80.00 .01 34.20 .01 .0471 1.75 91 81.00 .01 34.20 .01 .0471 1.75 - 82 82.00 .01 34.19 .01 .0471 1.75 83 83.00 .01 34.19 .01 .0471 1.75 84 84.00 .01 34.19 .01 .0471 1.75 65 85.00 .01 34.19 .01 .0471 1.75 86 86.00 .01 34.19 .01 .0471 - 1.75 j 87 87.00 .01 34.10 .01 .0471 1.75 88 88.00 .01 34.18 .01 .0471 1.75 89 89.00 .01 34.18 .01 .0471 1.75 90 90.00 .00 34.18 .01 .0471 1.75 91 91.00 .00 34.17 .01 .0471 1.75 92 92.00 .00 34.16 .01 .0470 1.75 93 93.00 .00 34.15 .01 .0470 1.75 j 94 94.00 .00 34.15 .00 .0470 1.75 95 95.00 .00 34.14 .00 .0470 1.75 96 96.00 .00 34.14 .00 .0470 1.75 97 97.00 .00 34.14 .00 .0470 1.75 98 98.00 .00 34.13 .00 .0470 1.75 i - 99 99.00 .00 34.13 .00 .0470 1.75 RESERVOIR ROUTING FOR: PACE 1 2-TR TO BASIN 2 (REV 6.27.02) BASIN 2 (REV 6.27.021 WORKING TABLE: STAGE OUTFLCW 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfa) (efa) (ac-ft) (cfa) (efa) .00 - .00 .00 .0000 .00 .00 1.00 .00 .00 .0140 10.16 10.16 1.75 .00 .00 .0470 34.12 34.12 2.00 1.54 '.77 .0580 42.11 42.88 ROUTING TABLE:. STEP TIME INFLOW S/DT+0/2 OUTEZOW STORAGE STAGE (mini (cf3) (cfa) (cfa) (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1. 1.00 .03 .01 .00 .0000 .00 2 2.00 .08 .07 .00 .0001 .01 { 3 3.00 .15 .19 .00 .0003 .02 4 4.00 .23 .38 .00 .0005 .04 5 5.00 .32 .65 .00 .. 0009 .06 6 6.00 .42 1.02 .00 .0014 10 7 7.00 .53 1.50 .00 .0021 .15 8 8.00 .65 2.09 .00 .0029 .21 i 9 9.00 .79 2.81 .00 .0039 .28 10 10.00 .96 3.68 .00 .0051 .36 11 11.00 1.12 4.72 .00 .0065 .46 12 12.00 1.24 5.90 .00 .0081 .58 13 13.00 1.30 7.17 .00 .0099 .71 14 14.00 1.18 8.41 .00 .0116 83 15 15.00 1.09 9.55 .00 .0131 .9/ 16 16.00 1.00 10.59 .00 .0146 1.01 17 17.00 .92 11.55 .00 .0159 1.04 18 18.00 .84 12.43 .00 .0171 1.07 19 19.00 .77 13.24 .00 .0182 1.10 20 20.00 .71 13.98 .00 .0192 1.12 { 21 21.00 .64 14.65 .00 .0202 1.14 22 22.00 .58 15.26 .00 .0210 1.16 23 23.00 .52 15.81 .00 .0218 1.18 24 24.00 .47 16.31 .00 .0225 1.19 25 25.00 .42 16.75 .00 .0231 1.21 246 26.00 .38 17.15 .00 .0236 1.22 I 27 27.00 .33 27.50 .00 .0241 1.23 .28 28.00 .30 17.82 .00 .0245 1.24 29 29.00 .26 18.10 .00 .0249 1.25 30 30.00 .23 18.35 .00 .0253 1.26 ! 31 31.00 .21 18.57 .00 .0256 1.26 ».2 32.00 .19 18.77 .00 .0258 1.27 23 33.00 .17 18.95 .00 .0261 1.27 34.00 .15 19.11 .00 .0263 1.28 35 35.00 .13 19.25 .00 .0265 2.20 36 36.00 .12 19.37 .00 .0267 1.29 37 37.00 .11 19.49 .00 .0268 1.29 8 38.00 .10 19.59 .00 .0270 1.30 39 39.00 .09 19.68 .00 .0272 1.30 40 40.00 .08 19.77 .00 .0272 1.30 41 _41.00 .07 19.84 .00 .0273 1.30 42 42.00 .07 19.91 .00 .0274 1.31 43 43.00 .06 19.98 .00 .0275 1.31 44 44.00 .06 20.04 .00 .0276 1.31 45 1 45.00 .05 20.09 .00 .0277 1.31 46 49.00 .05 20.14 .00 .0277 1.31 47 47.00 .04 20.19 .00 .0278 1.31 48 48.00 .04 20.23 .00 .0279 1.32 49 49.00 .04 20.27 .00 .0279 1.32 50 50.00 .03 20.31 .00 .0280 1.32 51 51.00 .03 20.34 .00 .0280 1.32 52 52.00 .03 20.37 .00 .0281 1.32 53 53.00 .02 20.39 .00 .0281 1.32 54 54.00 .02 20.41 .00 .0281 1.32 55 55.00 .02 20.43 .00 .0281 1.32 56 56.00 .02 20.45 .00 .0282 1.32 57 57.00 .02 20.47 .00 .0282 1.32 58 50.00 .02 20.49 .00 .0282 1.32 59 59.00 .01" 20.51 .00 .0202 1.32 60 60.00 .01 20.52 .00 .0283 1.32 61 61.00 .01 20.53 .00 .0283 1.32 62 62.00 .01 20.54 .00 .0283 1.32 63- 63.00 .01 20.55 .00 .0283 1.32 64• 64.00 .01 20.56 .00 .0283 1.33 65 65.00 .01 20.57 .00 .0283 1.33 66 66.00 .01 20.58 .00 .0283 1.33 67 67.00 .01 20.59 .00 .0284 1.33 68 68.00 .01 20.60 .00 .0284 1jg,-, 69 69.00 .01 20.61 .00 .0284 15 3 70 70.00 .01 20.62 .00 .0284 1.33 71 71.00 .01 20.63 .00 .0284 1.33 72 72.00 .01 20.64 .00 .0284 1.33 X" �> } RESERVOIR ROUTING FOR: I PAGE 2 2-YR TO BASIN 2 (REV 6.27.02) BASIN 2 (REV 6.27.02) WORKING TABLE: - STAGE OUTFLOW - 0/2 STORAGE S/DT S/DT+0/2 (ft) ..(cfs) (cfa) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 1.00 .00 .00. .0140 10.16 10.16 1.75 .00 .00 .0470 34.12 34.12 2.00 1.54 .77 .0580 42.11 42.88 ROUTING TABLE: STEP TIME - INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min) (cfa) (cfs) (cfs) -. (ac-ft) (ft) 73 73.00 .01 20.65 .00 .0284 1.33 74 74.00 .01 20.66 -00 .0285 1.33 - 75 75.00 .Oi 20.67 ..00 .0285 1.33 76 76.00 .00 20.67 _00 .0265 1.33 77 77.00 .00 20.67 .00 .0285 1.33 78 78.00 .00 .20.67 .00 .0285 1.33 79 79.00 CO 20.67 .00 .0295 1.33 80 80.00 .00 20.67 .00 .0285 1.33 81 81.00 .00 20.67 .00 .0285 1.33 82 92.00 .L0 20.67 .00 .0285 1.33 83 83.00 .03 20.67 .00 .0265 1.33 84 84.00 .CO - 20.67 .00 .0285 1.33 85 65.00 .0 20.67 .00 .0285 1.33 86 86.00 CO 20.67 .00 .0205 1.33 i 87 87.00 CO 20.67 .00 .0285 1.33 88 80.00 i .00 - 20.67 .00 .0285 1.33 RESERVOIR ROUTING FOR: PP.GE i 100-YR TO BASIN 3 (REV 6.18.02) BASIN 3 (REV 6.18.02) ` WORKING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+O/2 (ft) (cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 .75 .00 .00 .0220 15.97 15.97 1.00 2.03 1.00 .0290 21.05 22.05 ROUTING -TABLE: STEP TIME INrLOW S/DT+O/2 OUTc OW STORAGE STAGE (min) (cfs) (cfs) (cfs) (ac-ft) (ft) 0 .00 .00 .00 '.00 .0000 .00 1.00 .05 .03 .00 .0000 .00 2 2.00 .16 .13 .00- .0002 .01 33-.00 .29 .35 .00 .0005 .02 4 4.00 -.45 .72 .00 .0010 .03 5 5.00 .62 1.26 .00 .0017 .06 6 6.00 .82 1.98 .00 .0027 .09 7 7.00 1.04 2.91 .00 .0040 .14 8 8.00 1.27 4.07 .00 .0056 .19 9 -9.00 1.52 5.46 .00 .0075 .26 10 10.00 1.83 7.14 .00 .0098 .34 11 11.00 2.17 9.14 .00 .0126 .43 12 12.00 2.48 11.46 .00 .0158 .54 13 13.00 2.75 14.07 .00 .0194 .66 14 14.00 2.90 16.90 .31 .0231 .79 15 15.00 2.68 19.38 1.12 .0259 .89 16 16.00 2.50 20.85 1.60 .0276 .95 17 17.00 2.32 21.66 1.87 .0285 .98 18 18.00 2.15 22.02 1.99 .0290 1.03 19 19.00 1.98 22.10 2.00 .0291 1.00 20 20.00 1.82 21.99 1.98 .0289 1.00 21 21.00 1.68 21.76 1.90 .0287 .99 22 22.00 1.56 21.48 1.61 .0283 .98 23 23.00 1.42 21.16 1.71 .0280 .96 24 24.00 1.30 20.01 1.59 .0276 .95 25 25.00 1.18 20.46 V.48 .0272 .93 26 26.00 1.07 20.11 1.36 .0268 .92 27 27.00 .97 19.77 1.25 .0264 .91 28 28.00 .87 19.44 1.14 .0260 .89 29 29.00 .79 19.13 1.04 .0256 .88 30 30.00 .70 18.84 .94 .0253 .87 31 31.00 .63 18.56 .65 .0250 .86 32 32.00 .57 18.31 .77 .0247 .85 33 33.00 .51 18.08 .69 .0244 .84 34 34.00 .46 17.87 .62 .0242 .83 35 35.00 .42 17.69 .56 .0240 .82 36 36.00 .37 17.52 .51 .0230 .81 37 37.00 .34 17.36 .46 .0236 .61 38 38.00 .30 17.23 .41 .0234 .80 39 39.00 .28 17.10 .37 .0233 .80 40 40.00 .25 17.00 .34 .0232 .79 41 41.00 .22 16.89 .30 .0231 .79 42 42.00 .21 16.81 .27 .0230 .78 43 43.00 .19 16.73 .25 .0229 .78 44 44.00 .18 16.67 .23 .0228 .78 45 45.00 .16 16.61 .21 .0227 .78 46 46.00 .15 16.55 .19 .0227 .77 47 47.00 .14 16.51 .18 .0226 .77 48 48.00 .13 16.47 .16 .0226 .77 49 49.00 .12 16.43 .15 .0225 .77 50 50.00 .11 16.39 .14 .0225 .77 51 51.00 .10 16.36 .13 .0224 .77 52 52.00 .09 16.33 .12 .0224 .76 53 53.00 .08 16.30 .11 .0224 .76 54 54.00 .08 16.27 .10 .0223 .76 55 55.00 .07 16.25 .09 .0223 .76 56 56.00 .06 16.22 .08 .0223 .76 57 57.00 .06 16.20 .07 .0223 .76 58 58.00 .05 16.18 .07 .0222 .76 59 59.00 .05 16.16 .06 .0222 .76 60 60.00 .05 16.15 .06 .0222 .76 61 61.00 .04 16.14 .05 .0222 .76 62 62.00 .04 16.12 .05 .0222 .76 63 63.00 .03 16.11 .04 .0222 .76 64 64.00 .03 16.09 .04 .0221 .75 65 65.00 .03- 16.08 .04 .0221 .75 66 66.00 .03 16.06 .03 .0221 .75 67 67.00 .03 io.07 .03 .0221 .75 68 68.00 .02 16.06 .03 .0221 .75 69 69.00 .02 16.05 .03 .0221. .75, 70 70.00 .02 16.05 .02 .0221". .75` 71 71..0 .02 16.04 .02 .0221 .75 72 72.00 .02 16.04 .02 .0221 .75 73 73.00 .02 16.04 .C2 .0221 .75 74. '74.-.O .02 - 16.04 .02 .0221 .75 RESERVOIR ROUTING FOR. PAGE 2 100-YR TO BASIN 3 (REV 6.18.02) BASIN 3_(REV 6.18.02) WORKING TABLE: STAGE OUTFLCW 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfa) (cfS) (ac-ft) (cfs) (cfa) .00 .00 .00 .0000 .00 .00 .75 00 .00 .0220 15.97 15.97 1.00 2.00 1.00 .0290 21.05 22.05 ROUTING TABLE:- ` - -- STEP " " `-- TIME INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min) (cfa) (cfa) WS) (ac-ft) (ft) 75 -. 75.00 .02 16.03 .02 .0221 .75 - 76.76.00 .02 16.03 .02 .0221 .75 .77 77.00 .02 16.03 .02 .0221 .75 78 78.00 .01 16.03 .02 .0221 .75 79 79.00 .01 16.02 .02 .0221 .75 80 80.00 .01 16.01 .01 .0220 .75 81 81.00 .01 16.01 .01 .0220 .75 82 82.00 .01 16.01 .01 .0220 .75 83 83.00 .01 16.01 .01 .0220 .75 84 84.00 .01 16.00 .01 .0220 .75 85 85.00 .01 16.00 .01 .0220 .75 86 86.00 .01 16.00 .01 .0220 .75 87 --87.00 .01 16.00 .01 .0220 .75 88 88.00 .01 16.00 .01 .0220 .75 89 89.00 .01 16.00 .01 .0220 .75 90 90.00 .00 16.00 .O1 .0220 .75 91 91.00 .00 15.99 .01 .0220 .75 92 92.00 .00 15.98 .00 .0220 .75 93 93.00 .00 15.98 .00 .0220 .75 94 94.00 .00 15.98 .00 .0220 .75 95 95.00 .00 15.98 00 .0220 .75 96 I 96.00 .00 15.97 .00 .0220 .75 RESERVOIR ROUTING FOR:. PAGE 1 10-YR TO -BASIN 3 (REV.6.18.02) BASIN 3 (REV 6.18.02) WORKING :ABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfs) (cfs) (ac-ft) (cfs) (cfs) .00 .00 .00 .0000 .00 .00 •75 .00 .00 .0220 15.97' 15.97 1.00 .2.00 1.00 .0290 21.05 22.05 ROUTING TABLE: _.. STEP TIME INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfa) WS) (ac-ft) (ft) - 0 - ..00 .00 .00 .00 .0000 .00 1 1.00 .03 .01 .00 .0000 .00 2 2.00 .09 .08 .00 .0001 .00 3 - 3.00 .17 .21 .00 .0003 .01 4 4.00 .27 .43 .00 .0006 .02 5 5.00 .37 .75 .00 .0010 .03 6 6.00 .49 1.17 .00' .0016 .06 7 7.00 .62 1.73 .00 .0024 .08 8 8.00 .76 2.42 .00 .0033 .11 9 9.00 .91 3.26 .00 .0045 .15 10 10.00 1.07 4.25 .00 .0058 .20 11 11.00 1.28 5.42 .00 .0075 .25 12 12.00 1.48 6.00 .00 .0094 .32 13 13'. 00 1.65 8.37 .00 .0115 .39 14 14.00 1.80 10.09 .00 .0139 .47 15 15.00 1.71 11.85 .00 .0163 .56 16 16.00 1.60 13.50 .00 .0186 .63 17 - 17:00 1.49 15.05 .00 .0207 .71 18 18.00 1.39 16.49 .17 .0226 .77 19 19.00 1.20 17.65 .55 .0239 .82 20 20.00 1.19 18.33 .78 .0247 .85 21 21.00 1.09 18.70 .90 .0251 .86 22 22.00 1.01 18.05 .95 .0253 .87 23 23.00 .94 18.88 .96 .0253 .87 24 24.00 .86 18.82 .94 .0253 .87 25 25.00 .78 18.71 .90 .0251 .86 26 26.00 .71 18.55 .85 .0250 .86 27 27.00 .65 18.38 .79 .0248 .85 28 28.00 .58 18.21 .73 .0246 .84 29 29.00 .53 18.03 .68 .0244 .83 30 30.00 .48 17.86 .62 .0242 .83 31 31.00 .43 17.69 .57 .0240 .82 32 32.00 .39 17.54 .51 .0238 .81 33 33.00 .35 17.39 .47 .0236 .81 34 34.00 .31 17.25 .42 .0235 .80 35 35.00 .29 17.13 .38 .0233 .80 36 36.00 .26 17.03 .35 .0232 .79 37 37.00 .23 16.92 .31 .0231 .79 38 38.00 .21 16.83 .28 .0230 .79 39 39.00 .19 16.75 .26 .0229 .78 40 40.00 .17 16.67 .23 .0228 .78' 41 41.00 .16 16.61 .21 .0227 .78 42 42.00 .14 16.55 .19 .0227 .77 43 43.00 .13 16.49 .17 .0226 .77 44 44.00 .12 16.45 .16 .0225 .77 45 45.00 .11 16.41 .14 .0225 .77 46 46.00 .10 16.37 .13 .0225 .77 47 47.00 .09 16.33 .12 .0224 .76 48 48.00 .09 16.30 .11 .0224 .76 49 49.00 .08 16.28 .10 .0224 .79 50 50.00 .07 16.25 .09 .0223 .76 51 51.00 .07 16."<3 .09 .0223 .76 52 52.00 .06 16.21 .08 .0223 .76 53 53.00 .06 16.19 .07 .0223 .76 54 54.00 - .05 16.17 .07 .0222 .76 55 55.00 .05 16.16 .06 .0222 .76 56 56.00 .05 16.15 .06 .0222 .76 57 57.00� .04 16.13 .05 .0222 .76 58 58.00 .04 16.12 .05 .0222 .76 59 59.00 .04 16.11 .05 .0222 .76 60 ' 60.00 .03 16.10 .04 .0221 .76 61 61.00 .03 16.09 .04 .0221 .75 62 62.00 .03 16.08 .04 .0221 .75 63 63.00 .03 16.07 .03 .0221 .75 64 64.00. .02 16.07 .03, .0221 .75 65 65.00 .02 16.06 .03 .0221 .75 66 66.00 .02 16.05 .02 .0221 .75 67 67.00 .02 16.04 .02 .0221 .75 68 68.00 .02 16.04 .02 .0221 .75 69 69.00 .02 16.04 .02 .0221 ,75! 70 70.00 .01 16.03 .02 .0221 ?5 71 71.00 .01 16.02 .02 .0221' ,75 72 72.00 .01 16.02 .01 .0220 - .75 73 73.00 .01 16.01 .01 .0220 .75 74 74.00 .01 16.01 .01 .02,10 .75 . 4► RESERVOIR ROUTING FOR: PAGE 2 10-YR TO BASIN 3 (REV 6.18.02) BASIN 3 (REV 6.18.021 WORKING TASTE: STAGE OUTFLVA 0/2 STORAGE S/DT S/DT+O/2 (ft) (cfa) (cfs) (ac-ft) (cfs) (cfs) .00 .00 - .00 .0000 .00 .00 .75 .00 .00 .0220 15.97 15.97 1.00 2.00 1.00 .0290 21.05 22.05 ROUTING<:TABLE: _ _.. .-... -- STEP TI3•tE INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfs) (cfs) (ac-ft) (ft) 75 75.00 .01 16.01 .01 .0220 .75 76 76.00 _ .01 16.01 .01 .0220 .75 ' 77 77.00 .01 16.00 .01 .0220 .75 78 78.00 .01 16.00 .01 .0220 .75 79 79.00 .01 16.00 .01 .0220 .75 i 80 - 80.00 .01 - MOO .01 .0220 .75 81 81.00 .01 16.00 .01 .0220 .75 82 82.00 .01 16.00 .01 .0220 .75 83 83.00 .01 16.00 01 .0220 .75 84 84.00 .01 16.00 .01 .0220 .75 85 85.00 .01 16.00 .01 .0220 .75 86 - 86.00 .01 16.00 .01 .0220 .75 87 87.00 .01 16.00 .01 .0220 .75 88 88.00 .01 16.00 .01 .0220 .75 89 89.00 .00 16.00 .01 .0220 .75 I 90 90.00 .00 15.99 .01 .0220 .75 91 91.00 .00 15.98 ,00 .0220 .75 92 92.00' -.00 15.98 .00 .0220 .75 93 91.00 .00 15.98 .00 .0220 .75 94 94.00 `:00 15.98 .00 .0220 .75 95 95.00 .00 15.97 .00 .0220 .75 96 96.00 .00 15.97 .00 .0220 .75 97 97.00 .00 15.97 .00 .0220 .75 98 98.00 .00 15.97 .00 .0220 .75 99 99.00 .00 15.97 .00 .0220 .75 t 1 Jk RESERVOIR ROUTING FOR: PAGE 1 2-YR TO BASIN 3 (REV 6.18.02) BASIN 3 (REV 6.18.02) WORKING TABLE: STAGE OUTFLOW 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfs) icfn) (ac-ft) (cfs) (cfs) 00 .00 .00 .0000 .00 .00 :75 .00 _ .00 .0220 15.97 15.97 1.00 2.00 1.00 .0290 21.05 22.05 ROUTING TABLE: - -- ---- - - STEP - TIME - INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min{ (cfs) (cfs) (cfal (ac-ft) (ft) 0 .00 .00 .00 .00 .0000 .00 1 1.00 .02 .01 .00 .0000 .00 2 2.00 .07 .05 .00 .0001 .00 3 3.00 .13 .16 .00 .0002 .01 4 4.G0 19 .31 00 .0004 .01 ( 5 5.00 .27 .55 .00 0008 .03 6 6.00 .36 .86 .00 .0012 .04 7 7.00 .45 1.26 .00 .0017 .06 '8 8.00 .55 1.76 .00 .0024 .08 9 9.00 .67 2.39 CO 0033 .11 30 10.00 .81 3.12 .00 .0043 .15 11 11.00 .94 3.99 .00 .0055 .19 12 12.00 1.05 4.99 .00 .0069 .23 13 13.00 1.10 6.06 .00 .0083 .28 14 14.00 1.00 7.11 .00 .0098 .33 15 15.00 .92 8.07 .00 .0111 .38 16 16.00 .85 8.95 .00 .0123 .42 17 17.00 .78 9.77 .00 .0135 .46 19 18.00 .71 10.51 .00 .0145 .49 19 19.00 .65 11.19 .00 .0154 .53 20 20.00 .60 11.82 .00 .0163 .56 21 21.00 .54 12.39 .00 .0171 .58 22 22.00 .49 12.90 .60 .0178 .61 23 23.00 ' .44 13.37 .00 .0184 .63 24 24.00 .40 13.79 .00 .0190 .65 25 25.00 .35 14.16 .00 .0195 .67 26 26.00 .32 14.50 .00 .0200 .68 t7 27.00 .28 14.90 .00 .0204 .69 ES 29.00 .25 15.07 .00 .0208 .71 2s, 29.00 .22 15.30 .00 .0211 .72 ."!L 30.00 .20 15.51 .00 .0214 .73 31 31.00 .18 15.70 .00 .0216 .74 32 32.00 .16 15.87 .00 .0219 .75 33 33.00 .14 16.02 .02 .0221 .75 34 34.00 .13 16.14 .05 .0222 .76 35 35.00 .11 16.20 .08 .0223 .76 36 36.00 .10 16.23 .09 .0223 .76 37 37.00 .09 16.24 .09 .0223 .76 30 38.00 .08 16.24 .09 .0223 .76 39 39.00 .08 16.23 .09 .0223 .76 41^1 40.00 .07 16.22 .08 .0223 .76 41 41.00 .06 16.20 .08 .0223 .76 42 42.00 .06 16.19 .07 .0222 .76 43 43.00 .05 16.17 .07 .0222 .76 44 44.00 .05 16.16 .06 .0222 .76 45 45.00 .04 16.14 .06 .0222 .76 46 46.00 .04 16.13 .05 .0222 .76 47 47.00 .03 16.11 .05 .0222 .76 46 49.00. .03 16.09 .04 .0221 .76 49 49.00 .03 16.08 .04 .0221 .75 50 50.00 .03 16.08 .03 .0221 .75 51 51.00 .03 16.07 .03 .0221 .75 52 52.00 .02 16.06 .03 .0221 .75 53 53.00 .02 16.05 .03 .0221 .75 54 54.00 .02 16.05 .02 .0221 .75 55 55.00 .02 16.04 .02 .0221 .75 56 56.00 .02 16.04 .02 .0221 .75 57 57.00 .01 16.03 .02 - .0221 .75 58 58.00 .01 16.02 .02 .0221 .75 59 59.00 .01 16.02 .01 .0221 .75 60 60.00 .01 16.01 .01 .0220 .75 61 61.00 .01 16.01 .01 .0220 .75 62 62.00 .01 16.01 .01 .0220 .75 63 63.00 .01 16.01 .01 .0220 .75 64 64.00 .01 16.00 .01 .0220 .75 65 65.00 .01 16.00 .01 .0220 .75 66 66.00 .01 16.00 .01 .0220 .75 67 67.00 .01 16.00 .01 .0220 .75 68 68.00 .01 16.00 ' .01 .0220 .75 69 69.00 .01 16.00 .01 - .0220 .75`. 70 70.00 .01 16.00 .01 .0220 .75' 71 71.00 .01 16.00 .01 .0220 .75 72 72.00 .01 16.00 .01 .0220 .75 73 73.00 .01 16.00 .01 .0220 .75 74 74.00 .00 16.00 .01 .0220 .75 4 6,A -♦ RESERVOIR ROUTING FOR: PAGE 2 2-YR TO BASIN 3 (REV 6.18.02) BASIN 3 (REV 6.18.02) WORKING TABLE: STAGE OUTFLO'A 0/2 STORAGE S/DT S/DT+0/2 (ft) (cfs) (cfs) (ac-ft) (cfsl (cfs) ,00 .00 .00 .0000 .00 .00 .75 .00 .00 .0220 15.97 15.97 1.00 2.00 1.00 .0290 _.:JS 22.05 _. ROUTING. TABLE:. STEP TIME INFLOW S/DT+0/2 OUTFLOW STORAGE STAGE (min) (cfs) (cfs) (cfsl (sc-ft) (ft) 75 75.00 .00 15.99 .01 .0220 .75 76 : 76.00 .00 15.98 .00 .0220 .75 77 77.00 .QO 15.98 .00 .0220 .75 78 78.00 .00 15.98 .00 .0220 .75 79 79.00 .00 15.98 .00 .0220 .75 80 80.00 .00 15.97 .00 .0220 .75 81 81.00 .00 15.97 GO .0220 .75 82 82.00 .00 15.97 .00 .0220 .75 83 83.00 .00 15.97 .00 .0220 .75 84 84.00 .00 15.97 .00: .0220 .75 - 85 85.00 .00 15.97 .00 .0220 .75 86 86.00 .00 15.97 .00 .0220 .75 87 87.00 .00 15.97 .00 .0220 .75 88 89.00 .00 15.97 .00 .0220 .75 CMG DRAINAGE ENGINEERING, INC. STORMWATER POLLUTION PREVENTION PLAN Oracel-Suffolk Complex Phase II Prepared for: Rio West Development & Construction 4556 E. Camp Lowell Rd. Tucson, AZ 85712 Prepared by: CMG DRAINAGE ENGINEERING, INC. 4574 NORTH FIRST AVENUE, SUITE 100 TUCSON, AZ 85718 35791 �°. JOB #22006 RICHARD LEVIN o BELT III , ._ October 10, 2005 TABLE OF CONTENTS Page PROJECTINFORMATION...........................................................................................1 II OWNER / OPERATOR CERTIFICATION 2.1 Owner Certification..........................................................................................2 2.2 Operator Certification.......................................................................................2 III STORMWATER POLLUTION PREVENTION PLAN INFORMATION ........................3 IV PROJECT SITE INFORMATION..................................................................................4 V GENERAL SEQUENCE FOR IMPLEMENTATION OF BEST MANAGEMENTPRACTICES.......................................................................................5 VI STRUCTURAL EROSION CONTROL BEST MANAGEMENT PRACTICES ..............6 VII SITE STABILIZATION BEST MANAGEMENT PRACTICES.......................................7 VIII OPERATIONAL BEST MANAGEMENT PRACTICES.................................................8 IX ONSITE MATERIAL INVENTORY.............................................................................10 X INSPECTION SCHEDULE AND MAINTENANCE OF CONTROLS ..........................11 XI NON-STORMWATER DISCHARGES........................................................................12 LIST OF FIGURES Follows Page FIGURE1 - LOCATION MAP...................................................................................................4 FIGURE 2 — STORMWATER POLLUTION PREVENTION PLAN...........................................6 LIST OF APPENDICES APPENDIX A — ARIZONA GENERAL PERMIT FOR DISCHARGE FROM CONSTRUCTION ACTIVITIES TO WATERS OF THE UNITED STATES APPENDIX B — NOTICE OF INTENT / NOTICE OF TERMINATION APPENDIX C — BEST MANAGEMENT PRACTICE INFORMATION SHEETS APPENDIX D — RECORDKEEPING FORMS APPENDIX E — ADDITIONAL INFORMATION / REFERENCES I PROJECT INFORMATION PROJECT NAME: ORACLE-SUFFOLK COMPLEX PHASE II ADDRESS: 7636 N. Oracle Rd, Tucson, AZ DESCRIPTION: The project site is bounded on the north by Magee Road and Oracle Road on the west, and undeveloped on the east, and the south Ina Road. The project site is further described as being within a portion of Section 36, Township 12 South, Range 13 East, G&SRB&M, Pima County, Arizona. The project proposes development of an office complex, parking lot, streets, associated utilities and drainage improvement. OWNER NAME: RIO WONG VENTURES, LLC. ADDRESS: 4556 E. CAMP LOWELL RD, TUCSON, AZ 85712 PHONE: (520) 318-4233 CONTACT: WALTER HOGE OPERATOR NAME: RIO WONG VENTURES, LLC. ADDRESS: 4556 E. CAMP LOWELL RD, TUCSON, AZ 85712 PHONE: CONTACT: OPERATOR NAME: ADDRESS: PHONE: CONTACT: OPERATOR NAME: ADDRESS: PHONE: CONTACT: (520) 318-4233 WALTER HOGE NOTE: THE OPERATOR(S) SHALL COMPLETE THE CONTACT INFORMATION ABOVE AND SIGN THE CERTIFICATION ON PAGE 2 IN THE COPY OF THE STORMWATER POLLUTION PREVENTION PLAN KEPT ONSITE. ADDITIONALLY, THE CONTRACTOR SHALL PREPARE THE NOTICE OF INTENT (APPENDIX B) AND SUBMIT TO ADEQ IN COMPLIANCE WITH THE ARIZONA CONSTRUCTION GENERAL PERMIT. PLEASE SUPPLY THE CITY OF TUCSON WITH A COPY OF THE NOI SUBMITTED TO ADEQ AT THE SAME TIME. 1 II OWNER / OPERATOR CERTIFICATION 2.1 Owner Certification I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted, is, to the best of my knowledge and belief, true, accurate, and complete. 1 am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner or Responsible Party (Representative) Date 2.2 Operator Certification I certify under penalty of law that I understand the terms and conditions of the general Arizona Pollutant Discharge Elimination System (AzPDES) permit that authorizes the stormwater discharges associated with industrial activity form the construction site identified as a part of this certification. Owner or Responsible Party (Representative) Date Area of Control Owner or Responsible Party (Representative) Date Area of Control Owner or Responsible Party (Representative) Date Area of Control 2 III STORMWATER POLLUTION PREVENTION PLAN INFORMATION The purpose of this Stormwater Pollution Prevention Plan (SWPPP) is to satisfy requirements for coverage under the Arizona Pollutant Discharge Elimination System (AZPDES) General Permit for Discharge from Construction Activities to Waters of the United States (AZG2003-001). Stormwater discharges generated during construction activities can cause an array of physical, chemical and biological water quality impacts, which may cause the integrity of the waters to become severely compromised. The interconnected process of erosion and sediment transport is the primary pathway for introducing pollutants into aquatic systems. Stormwater runoff from construction sites can include pollutants such as sediment, phosphorous, nitrogen, pesticides, petroleum derivatives, construction chemicals, and solid wastes that may become mobilized during construction. This SWPPP has been prepared to inform the owner/operator(s) of this construction site of practices which can be employed to reduce erosion from the site during construction and to prevent the discharge of hazardous materials and pollutants to Waters of the United States. Every effort has been made to anticipate onsite conditions which may be encountered during construction, such as construction phasing, materials stored onsite, etc. This document is not intended to dictate the construction phasing, materials, etc; this is the responsibility of the owner and/or the contractor. Additionally, some of the Best Management Practices (BMPs) specified in this document may not perform as intended due to construction scheduling, design changes, or other unforeseen conditions. As a result, the implementation of some BMPs may need to be altered to achieve the desired erosion control and site stabilization, and this document may need to be updated to reflect these changes. The AZPDES General permit requires that this document be updated within 15 business days of the time these changes are noticed. These changes may be made directly to this document on the project site by the site superintendent or the person responsible for implementing this SWPPP. 3 IV PROJECT SITE INFORMATION The proposed Oracle -Suffolk Office Complex -Phase II has an onsite area of approximately .93 acres. Approximately .93 acres will be disturbed as a part of this project. The improvements consist of an office building, additional parking, streets, associated utilities and drainage improvement. A location map for the project site is provided on Figure 1. The site generally drains in a southwesterly direction. The receiving water(s) for runoff from this site is unnamed tributaries. This site has fairly gentle topographic relief and will undergo significant grading as a part of this project. The onsite soils are Hydrologic Soil Group B, and the runoff curve number, presently 75, will increase to 92 for developed areas following development. 4 N FIGURE 1: SCALE: ,° = 2000' LOCATION MAP CMG JOB No. 22006 V GENERAL SEQUENCE FOR IMPLEMENTATION OF BEST MANAGEMENT PRACTICES The general sequence for the implementation of BMPs and erosion controls will be as follows: 1. Mobilization, establishment of vehicle access and storage yard. 2. Provide Stabilized Construction Entrance(s) to project site. 3. Establish Onsite Erosion and Sediment Control (Silt Fencing, inlet protection at basin outlet, and check dams). 4. Clearing, Grubbing, and Demolition 5. Rough Grading / Utility, Curb Installation / Finish Grading, building construction. 6. Installation of Aggregate Base Course in Paved Areas (Temporary Stabilization). 7. Removal of Stabilized Construction Entrance(s) to Temporarily Stabilized Areas 8. Paving 9. Revegetation of Site — File Notice of Termination when site meets criteria for Permanent Stabilization. 10. Removal of Remaining Erosion Controls (Silt Fencing, etc.) 11. Demobilization For smaller sites, the entire project site is considered to be under active construction as long as work is being conducted onsite and separate temporary stabilization using rock mulch or watering may not required. Areas of the site which are inactive for a period of 14 days or more must have temporary stabilization measures implemented. Temporary stabilization will also be required for inactive worksites (work on hold or stopped) or inactive stockpile areas, particularly during the Monsoon season (approximately mid -June to September). The Operator will maintain records onsite detailing the dates of major grading activities, dates of temporary or permanent cessation of construction activities, and dates of initiation and completion of stabilization activities. The Operator should also note any reason for delay in the stabilization of the project site. Forms for recording these dates are provided in Appendix D of this plan. 5 VI STRUCTURAL EROSION CONTROL BEST MANAGEMENT PRACTICES Structural erosion control BMPs refer to those measures which are constructed onsite for the purposes of controlling the transport of sediment from the project site during construction. Typical examples of structural erosion control BMPs include silt fencing, straw bale barriers, retention basins, or check dams. The locations of the structural erosion control BMPs onsite is shown on Figure 2. Structural erosion control BMPS must be inspected as described in Section X of this report. Structural erosion control BMPs selected for this site include the following: Silt Fencing: Silt fencing is a temporary barrier consisting of filter fabric stretched between wooden or steel posts and entrenched. Silt fencing may also have wire support. Inlet Protection: Inlet protection, in the form of silt fencing, sediment wattles, gravel, or specific products designed to protect the outlet of the proposed detention basin, at the discretion of the Contractor. Protection to be maintained through site stabilization and N.O.T. Check Dam: Check dams will be provided at the intervals along proposed channels and where concentrated flow exits the project site. These check dams should be installed and maintained during the construction, but should be removed when these channels have been stabilized. Construct check dams using wattles or gravel, at the contra tractor's discretion. Stabilized Construction Entrance: A stabilized construction entrance shall be placed at any point where construction traffic will be entering or leaving a site or staging area, to or from public rights -of -way, streets, or parking areas. Refer to Appendix C for more information and details for these BMPs. 9 VII SITE STABILIZATION BEST MANAGEMENT PRACTICES Site stabilization BMPs refer to those measures which stabilize (permanently or temporarily) ground disturbed by construction to minimize the susceptibility of soils to transport by wind, rain, or overland flow. Temporary stabilization may include application of aggregate base course (ABC) to areas which will be paved, application of rock mulch, or watering of exposed soils to create a "crust' condition that is resistant to erosion by wind, rain, or overland flow. Temporary stabilization measures must be inspected as described in Section X of this report. Permanent stabilization measures include completion of structures / paving, or the establishment of vegetation equal to 70 percent of the predeveloped cover condition (i.e. if a site has a 30 percent vegetative cover prior to development, permanent stabilization is achieved when the cover density reaches approximately 20 percent). A Notice of Termination (NOT) may be filed upon permanent stabilization of a site (Appendix B). Vlll OPERATIONAL BEST MANAGEMENT PRACTICES Operational BMPs refer to those measures and actions taken by the operator to minimize the possibility of waste or hazardous materials from being transported offsite to Waters of the United States. These BMPs refer to the use and storage of hazardous materials, construction materials, construction vehicles, and the management of waste on the project site. Operational BMPs which would apply to the project site include but are not limited to the following: Hazardous Materials Storage: • Products will be kept in original containers unless they are not resealable. • Original labels and Materials Safety Data Sheets (MSDS) will be retained onsite. Spills of reportable quantities (noted on MSDS) will be reported as required. • Materials will be disposed of in a manner which conforms to all Federal, State, or local regulations. • Where possible, materials should be stored under cover and with appropriate secondary containment, either through the use of spill pallets or plastic -lined containment berms. • Fertilizers will be applied in the minimum amounts specified by the manufacturer and immediately worked into the soil to minimize exposure to stormwater. • Paints will be stored in tightly sealed containers when not in use. Excess paint will be disposed of according to State and Local regulations. • Concrete Trucks will wash out or discharge surplus concrete onsite in a designated area. Waste material will be disposed of offsite in a legal manner. Construction Material Storage: • Store only as much product onsite as is required by the job. • Store materials in a neat, orderly manner. • Store products in their original container, with original labels. • Manufacturer's recommendations for proper use and disposal will be followed. Additionally, all materials will be disposed of in a manner which conforms to all Federal, State, and local regulations. Construction Vehicle Storage: • Monitor onsite vehicles for leaks and provide regular preventive maintenance. Repair leaks as soon as they are noted. 9 • Onsite fuel storage tanks will have secondary containment equal to 110 percent of the volume of the storage tank. Waste Management: • All solid waste material shall be stored onsite in a covered metal dumpster and shall be legally disposed of by a licensed solid waste management company. • Sanitary waste will be collected from portable sanitary units and legally disposed of by a licensed sanitary waste management company. Good Housekeeping Measures: • Employees will be trained in proper materials handling and storage techniques. • Public rights -of -way, streets, or parking areas will be swept, as needed, to prevent the accumulation of sediment tracked offsite. • The project site will be kept in a neat and orderly fashion. • The site will be watered, as needed, to control dust generation. Spill Control and Response: • Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be made aware of procedures and clean-up supplies. • Materials and equipment necessary for spill cleanup will be kept in the materials storage area. • All spills will be cleaned up immediately upon discovery. • The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent exposure or injury. • Hazardous materials spills will be reported to the appropriate Federal, State, and local agencies, regardless of size. • Records will be kept indicating the type of spill, response, date, and time of spill. 681 IX ONSITE MATERIAL INVENTORY The following materials or substances are expected to be present onsite during construction (update this list as required): • Concrete • Detergents • Paint (enamel and latex) • Metal Studs • Tar / Asphalt Paving Material • Fertilizers • Petroleum -based products and fuel • Cleaning Solvents • Wood • Masonry Block 10 X INSPECTION SCHEDULE AND MAINTENANCE OF CONTROLS The structural erosion control BMPs should be inspected and maintained according to the following schedule: • The operator or designated representative should inspect the structural erosion control BMPs shall be inspected at least once per week and following and following a rainfall event of 0.5-inch or more. The operator or designated representative should complete an inspection record following each inspection (provided in Appendix D) and retain onsite. Inspectors should evaluate the effectiveness of BMPs. • Repairs to the structural erosion control BMPs should be made within 24 hours following the occurrence of damage or a breach. • Sediment should be removed from silt fence when it reaches 1/3 of the height of the fence. Recovered sediment should be reapplied onsite. • A top -dressing of additional stone should be applied to the construction entrance when surface voids are no longer visible. • The operator or designated representative should inspect the project site daily to ensure that operational BMPs are being followed. The inspector should look for pollutants which may enter the drainage system, sediment tracking at construction entrances/exits, Temporary stabilization should be inspected weekly and following a rainfall event of 0.5-inch or more for active sites. For inactive sites, temporary stabilization should be inspected monthly and following a rainfall event of 0.5-inch or more. During Monsoon season (mid -June to September), temporary stabilization should be inspected weekly and following a rainfall event of 0.5-inch or more. Efforts to correct deficiencies will be made as soon as is practicable, including the addition of additional erosion controls, or modification of the SWPPP. The operator shall retain inspection records for three years following the completion of the construction project. 11 XI NON-STORMWATER DISCHARGES The Operator is allowed to make non-stormwater discharges as described in Part 1.C.2 of AZG2003- 001 (General Permit, Appendix A). Non-stormwater discharges allowed as a part of this project include: • Fire -hydrant flushing • Waters used to wash vehicles where detergents are NOT used. • Water used to control dust (not wastewater or effluent) • Water line flushing • Pavement wash water where spills of hazardous or toxic chemicals have NOT occurred. • Water used for compacting soil (not wastewater or effluent) Non-stormwater discharges should be directed to temporary retention basins when practical. AZG2003-001 does not authorize non-stormwater discharges which emanate from the project site following the completion of construction. 12 APPENDIX A ARIZONA GENERAL PERMIT FOR DISCHARGE FROM CONSTRUCTION ACTIVITIES TO WATERS OF THE UNITED STATES PerMu t HID. A202003-9011 STATE OF ARIZONA DEPARTMENT OF ENVIRONMENTAL QUALITY WATER QUALITY DIVISION PHOENIX, ARIZONA 85007 ARIZONA POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT FOR DISCHARGE FROM CONSTRUCTION ACTIVITIES TO WATERS OF THE UNITED STATES This permit provides Authorization to Discharge Under the Arizona , PollutantDischarge Elimination System program, in compliance with the provisions of the Arizona Revised Statutes, Title 49, Chapter 2, Article 3.1. the Arizona Administrative Code, Title 18, Chapter 9, Articles 9 and 10, and the Clean Water Act as amended (33 U.S.C. 1251 et seq.) This general permit specifically authorizes only discharges from construction activities In Arizona by those owners or operators who submit a complete Notice of Intent In accordance with Part III of this general permit and who comply with the general permit requirements and conditions. All discharges authorized by this general permit shall be consistent with the terms and conditions of this general permit. Permit coverage is required from the 'commencement of construction activities' until 'f`inal stabilization', as defined in Part IX. A copy of this general permit must be kept at the construction site at all times. This general permit becomes effective on February 28, 2003. This general permit and the authorization to discharge expire at midnight. February 28, 2008. Issued this _ JOday of 2003. ARIZONA OF ENVIRONMENTAL QUALITY r\aren wim, uirector Water Quality Division Parrai". No. A7—G2003-001 TABLE OF COM T E ti S PART I. COVE PRAGE UNDER THIS GENERAL PERMIT .............. . A. Permit Area. .. " " " " " " " " " " 1 B. Eligibility............................................................. 1 C. Authorized Discharges ....................... 1 1. Allowable Stormwater Discharges ...................................... 2. Allowable Non-Stormwater Discharges ............. 1 2 D. Limitations of Coverage ........................ 2 1. Post Construction Discharges. . . 2 2. Prohibition on Discharges Mixed With Non-Stormwater ... 3. Discharges Covered by Another AZPDES permit ............................ 2 4. Discharges Threatening Water Quality .......................... 5. Discharging into Impaired Receiving Waters, .... . ....................... 6. Discharging into Unique Waters .............. ...... 3 ............. E. Waivers for Small Construction Activities ...................................... 3 1. Low Erosion Potential 2. Total Maximum Daily Load ' 4 4 3. Additional Condition for Exemption ...................................... 4 PART II. AUTHORIZATION UNDER THIS GENERAL PERMIT .................. '. A. Application for Coverage. . ' ' " ' • ' ' ' ' ' ' 4 _ B. Effective Date of Permit Coverage .............. 4 ........................ 1. Discharges to Impaired or Unique Waters 2. Incomplete NOI Submitted ... 5 3. NOls Requiring Additional Evaluation . 5 4. Routine Coverage .............................................5 C. Terminating Coverage . ......................................... 5 ........... ............................. PART III. NOTICE OF INTENT REQUIREMENTS .... . A. Notice of Intent (NOI) Requirements. .. 7 B. Permit Waivers for Small Construction Projects .................................. 8 1. Exempt Coverage ...................... 8 2. The Permit Waiver Certification Based on Low Erosion Potential. 3. Recertification Requirements. ' .. • • ' • . ' ' ' 8 9 4. Applying for the Total Maximum Daily Load Exemption .. 9 C. Deadlines for Notification. 1. New Projects.....................................................9 2. Ongoing Large Construction Projects .... 9 9 3. Ongoing Small Construction Projects ....... 9 4. Changes in Operators ...... ' • . • . ' ' • ' • ' ' ' ' • ' O. Late Applications. ................................................ 10 E. Whereto Submit..............................................10 . F. Notification to Receiving MS4s/Local Authorities • ' ' ' ' ' ' ' ' ' • • • • • • • 10 PART IV. STORMWATER POLLUTION PREVENTION PLANS (SWPPPs) • • . • • • A. General Information 10 10 B. SWPPP Requirements for Different Types of Operators 11 C. Contents of a SWPPP: Site and Activity Description 11 1. Identification of Operators ......... • ...... • . 11 Construction General Permit i February 20, 2003 2. Site Description ............................... 12 3. Site Map .................................... ....................12 4. Receiving Waters ................ ................................ 12 5. Summary of Potential Pollutant Sources. ................................ 6. Ofi-site Material Storage ........... 12 D. Contents of a SWPPP: Controls to Reduce Pollutants 13 13 I. Stormwater Controls . " " .... " " " • • ' 2. Erosion and Sediment Controls .......................... 13 ' . . . • • • • • • • 13 3. Good Housekeeping ...................... 4. Stabilization Practices. . . . ' . ' ' ' ' ' ' ' ' . ' ' ' . • • • • • • • 13 5. Structural Practices ....' ' ' ' ' ' • ' ' • . • • • • • • • • 13 ..................................... 6. Post-construction.Stormwater Management • • • • • 15 14 ............ 7. Non -Stormwater Discharge Management ................................ 15 B. Other Controls ................................ 15 E. Maintenance 16 F. Permit Related Records 16 ............ _ G. Applicable federal, State, or Local Programs...... . H. Inspections. ............................ 16 -1. Routine Inspection Schedule ........... 16 2. Reduced Inspection Frequency 16 17 3. Inspectors 4. Scope of Inspections ............................................... 17 5. Compliance Evaluation Report .......... 17 6. Maintaining Inspection Records ..... 17 7. Follow -Up Actions ............................ 18 I. Maintaining an Updated SWPPP 18 J. Signature, Plan Review, and Making Plans Available . ' ' ' . . • • • • .. 18 K. Deficiencies in the SWPPP ............' • ..• • • • • • .. 18 PART V. SPECIAL CONDITIONS A. Hazardous Substances or Oil. " " " " " " " " ' 19 B. Releases in Excess of Reportable Quantities. 19 C. Spills ............... ..........................19 D. Non -Attainment of Water Quality Standards After Authorization E. ..................... 20 Continuation of the Expired General Permit ................................... 20 PART VI. RETENTION OF RECORDS A. ......... • ........ , . , , Documents 20 B. Accessibility......................................................... 20 C. Addresses ...... 20 .......20 PART VII. STANDARD PERMIT CONDITIONS A. Duty to Comply ................ .............. 20 B. Duty to Reapply ................................................20 C. Need to Halt or Reduce Activity Not a Defense 21 D. .... ........................... Duty to Mitigate .............. 21 E. Proper Operation and Maintenance 21 F. Permit Actions .. 21 G. Property Rights.......................................................21 H. Duty to Provide Information " " " " " " " " " " .. 21 I. . Inspection and Entry ................................................... 22 J. Monitoring and Records 22 .K. Signatory Requirements ................................................. 22 .................................................. 23 f onstruction General Permit ii February 208, 2003 2. Reports end Other Information ................. ........ 23 ............... 3. Changes to Authorization ........................................... 4. Certification ..................................................... 24 L. Reporting Requirements_. I. Planned changes 24 24 2. Anticipated noncompliance .............. 24 3. Transfers ..... 24 4. Monitoring reports . 25 5. Twenty-four hour reporting P g.............................. 25 6. Other noncompliance ............................... ..... ' .. , . 25 7. Other information ' . ' • . . . . . ' . . . . 26 M. Bypass.............................................................26 1. Definitions ............................ 26 2. Bypass not exceeding limitations .................... 26 3. Notice 26 4. Prohibition of bypass 26 N. Upset ... 26 1. Definition..................................................26 2. . Effect of an upset ......... " " " " .27 3. Conditions necessary for a demonstration of upset . 27 4. Burden of proof ............................. 27 O. Reopener Clause .................................................27 P. Other Environmental Laws ............... . . . • .. 27 Q. State or Tribal Law ............................ 27 R. Severability ...................... .. 27 S. Requiring Coverage Under an Individual Permit or an Alternative General Permit. 28 T. Request For an Individual Permit ........................................... 29 PART Vill. PENALTIES FOR VIOLATIONS OF PERMIT CONDITIONS A. Civil Penalties 29 ............... . B. Criminal Penalties..................................................... 29 ............................ 29 PART IX. DEFINITIONS......................................................... 29 PART X. ACRONYMS ...... I , �Gonstruction General Permit iii February 28, 2003 °TT. "~N, Ax, NOTICE OF INTENT ENT (NOI) 1 ; ii For Coverage Under AZPDES Permit No. AZG2003-001 for ' Construction Activity Discharges to Waters of the United States FOR COVERAGE, A COMPLETE AND ACCURATE NOI MUST BE FAXED TO (602) 771-4674 OR SUBMITTED TO: Stormwater Program- Water Permits Section/ NOI Arizona Department of Environmental Quality 1110 West Washington, 5415B-3, Phoenix Arizona 85007 Is this NOI a revision to one previously filed under the 2003 AZPDES Construction General Permits Is the Site Located on Indian Country Lands? YES I NO If yes, provide your current authorization No. _ YES NO I. OWNER/OPERAT R_ pplicant INFORMATIO 7 `` Operator Name: ��1 �eS Phone: - — Operator's Business Name _ r Operator's Address: U,55a E City: �n —State: II Zip Code: OPERATOR STATUS: Federal State Other Public Private Tribal II. CONSTRUCTION SI INFO MATT Project/Site Name: !7, (y) / I Type of Project (subdivision, school, commercial, etc.) If a subdivision, has state or local subdivision approval been obtained? YES NO If yes, provide the subdivision approval number. _ Is the project part of a greater plan of development? YES NO Does the project have/need other environmental permits or approvals? If so, list and provide the permittapproval number (attached sheet, if necessary): `A p Site yysic 6Z; do (in. address, if applicable anddirections from nearest runcip al't ): City:______ County: ! {fit Zip Code: ` l �- Provide the latitude/longitude of the construction site at the point nearest the receiv.ng water: Latitude: I- I I I L —D I— &I Longitude: I�I I_ I.-5. I �I -I (D�grees, minutes, seconds) (Del rees, minutes, seconds) Page 1 of 2 NOI for Coverage under A_7PDE8 Permi4: No. AZG2003-001 Estimated Project Start Date __ --- Estimated Completion Date _ _ Estimate of total acres (to the nearest 112 acre) to be disturbed with the entire construction project __---- Estimate of total acres (to the nearest 1/2 acre) to be disturbed by your operations " ,_ List all non-stormwater discharges expected to be associated with construction -related activities: ---�� �- ----- ---- -------------- - - -- ------ ------ ----- - III. DISCHARGE LOCATION Identify the closest receiving watft to ln'str Nctio site:.(inc ding dry washes, named waterbodies, and unnamed tributaries : _ L T I 1�-� U -- ` --- irk - --------- Is there a potential for any discharges from the site to enter a municipal storm sewer system (MS4), canal, or a privately - IV owned conveyance? ____ YES _ NO If yes, enter name of MS4 or conveyance owner: If this is a linear construction project (i.e., utility lines, pipelines, etc.) is any portion of the planned project within 1/4 mile of any impaired or unique water? ___- YES __-_ NO A N/A (not linear construction) IV. Permit authorization can not occur until a Stormwater Pollution Prevention Plan (SWPPP) has been deveyoed and implemented according to the terms of the Construction General Permit, AZG2003-001: I confirm that a SWPPP meeting the requirements of this general permit has been developed and will be implemented prior to commencing construction act vi i at this sit . The SWPPP may be viewed at the followinglocation: -=V S� ail. To view the SWPPP, contact: (name and phone of contact person) —__ This project may discharge within 114 mile of an impaired or unique waterbody, so a copy of my SWPPP is enclosed with this NOI as required. The SWPPP will be implemented prior to commencing construction activities at this site. V. CERTIFICATION BY AUTHORIZED SIGNATORY (PER PART VII.K.1 OF THE PERMIT) 'I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage this system, or those persons direction responsible for gathering the information, I believe the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. In addition I certify that the operator will comply with all terms and conditions stipulated in General Permit No. AZG2003--001 issued by the Director. " Printed Name:----1X11Q —_ --____—_ Title: Signature: _�1� `^ — ------------------- Date: Business Name: ------------ Address:(�___L ------------------ Phone:------��------------ Revised -January 2004 Page 2 of 2 HOTICE OF TERMINATION (HOT) Construction Activity Discharges to Wafers of The United States AZPDES Permit No. AZG2003-001 Submission of this NOT constitutes notice that the party identified on this form is terminating coverage under the AZPDES general permit, and authorization to construction activity discharges to waters of the United States terminates at midnight on the day the NOT is received by ADEQ. TO TERMINATE, A COMPLETE AND ACCURATE NOT must be submitted to: Stormwater Program- Water Permits Section/ NOT Arizona Department of Environmental Quality (54158-3) 1110 West Washington Phoenix, Arizona 85007 I. PERMIT INFORMATION AZPDES/NPDES Stormwater Construction GP Authorization Number ------------------------------------------ Name of Operator on Notice of Intent (NOI) submitted to ADEQ ________ -------------------------------------- Address of Operator -------------------------------------------------------------------------- Phone II. CONSTRUCTION SITE INFORMATION Project/Site Name: ----------- ------- -_------------- County: Zip Site address if applicable, and the physical location (provide directions from nearest municipality): Provide the latitude/longitude of the construction site at the point nearest the receiving water: Latitude: Longitude: (Must Have at Least 6 Digits) (Must Have at Least 7 Digits) 111. COVERAGE IS BEING TERMINATED BECAUSE: (Check those below as applicable) QFinal stabilization has been achieved on all portions of the site for which the operator is responsible. QAnother operator has assumed control over all areas of the site that have not been finally stabilized. QFor residential construction only, temporary stabilization has been completed and the residence has been transferred to the homeowner. IV. CERTIFICATION BY AUTHORIZED SIGNATORY (PER PART VII.K.2 OF THE PERMIT) "/ certify under penalty of law that all stormwater discharges associated with construction activity from the identified facility that are authorized by a general permit have been eliminated or that / am no longer the operator of the facility or construction site. l understand that by submitting this Notice of Termination, l am no longer authorized to discharge stormwater associated with construction activity under this general permit, and that discharging pollutants in stormwater associated with construction activity to waters of the United States is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES orAZPDES permit. / also understand that the submittal of this Notice of Termination does not release an operator from liability for any violations of this permit or the Clean WaterAct." Printed Name:------------------------------------------- Title: ---------------------------------- Signature: Date: February 28, 2003 OH, u E�,J �„ '� I sr ��• G9�E'N�JJrrZ�en� n. ��DES Gam' �5�. ��-���3�C�, rnu 2 � n r i-OF, COVERAGE, A COiM LETE AH01 ACCUPA T E H02 GJJUS i BE FAXED T® (602) 771-4-07z6 OR SW30,Tl T a ED TO: Storrmwatrsr Pro rrarn= Waier Permits Section/ NOB Arizona Department of Environmental Quality 1110 West Washington, 5415B-3, Phoenix Arizona 55007 s this NOI a revision to one previously filed under the 2003 AZPDES Construction General Permit? Indian Country Lands? Is the Site Located on -- YES _— NO If yes, provide your current authorization No. —_ —_ _ YES __— NO ry OWNER/OPERATOR (Applicant) INFORMATION Operator Name:___________Phone: Operator's Business Name Operator's Address: ity' — State: I —I. —I Zip Code: PERATOR STATUS: Federal State Other Public Private Tribal CONSTRUCTION SITE INFORMATION Name: rpieect/Site Phone: — of Project (subdivision, school, commercial, etc.) If a subdivision, has state or local subdivision approval been obtained? YES NO If yes, provide the subdivision approval number: the project part of a greater plan of development? YES NO -es the project have/need other environmental permits or approvals? If so, list and provide the permit/approval number (attached sheet, if necessary): Site physical location (include address, if applicable and directions from nearest municipality): a 1..1' — -- _ — County: Zip Code: givide the latitude/longitude of the construction site at the point nearest the receiving water: Lotjtude: I_—I—_II-1—_II—I--I Longitude:I —I--I—II—I—II—I—I IIII (Degrees, minutes, seconds) (Degrees, minutes, seconds) Page 1 of 2 Pro—Si1971a'ed sci Siari Date o siticn Dade J _-------------------- Estimated Gos�pi.,a�---------------- Istime"t's or total acres (to the nearest 1/2 acre) to bs,d;s-urbad wiih the entire construciion project ...... —........ Saimate of total acres (to the nearest 1/2 acre) to be disturbed by your operations----------- _ist all non -storm water discharges expected to be associated with construction -related activities: DISCHARGE LOCATION Identify the closest receiving waters to construction site: (including dry washes, named waterbodies, and unnamed butaries): Is there a potential for any discharges from the site to enter a municipal storm sewer system (MS4), canal, or a privately - tined conveyance? YES NO yes, enter name of MS4 or conveyance owner: _ ,this is is a linear construction project (i.e., utility lines, pipelines, etc.) is any portion of the planned project within 1/4 mile II any impaired or unique water? —_ YES NO N/A (not linear construction) _ Permit authorization can not occur until a Stormwater Pollution Prevention Plan (SWPPP) has been =veloped and implemented according to the terms of the Construction General Permit, AZG2003-001: —_ I confirm that a SWPPP meeting the requirements of this general permit has been developed and will be implemented prior to commencing construction activities at this site. The SWPPP may be viewed at the following location: To view the SWPPP, contact: (name and phone of contact person) This project may discharge within 1/4 mile of an impaired or unique waterbody, so a copy of my SWPPP is enclosed with this NOI as required. The SWPPP will be implemented prior to commencing construction activities at this site. CERTIFICATION BY AUTHORIZED SIGNATORY (PER PART VII.K.1 OF THE PERMIT) "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage this system, or those persons direction responsible for gathering the information, I believe the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. In addition I certify that the operator will comply with all terms and conditions stipulated in General Permit No. AZG2003-001 issued by the Director." Feted Name: —_ _ Title: Signature: -- — —__—_ --__— Date: F =�iness Name: Address: F Dne: — Revised —January 2004 Page 2 of 2 e� r c,i'Ld a, Wa(vJp c`75g- a Z eO E'`zl`a a5:a De 7, a M-1 L't sd r'+ ZL Submission of this NOT constitutes notice that the party identified on this form is terminating coverage under the AZPDES =neral permit, and authorization to construction activity discharges to waters of the United States terminates of midnight on the y the NOT is received by ADEQ. T O TE;u3�Fjm E, r; COSV7 tiE ; E���aCC9 9.ATE E lOT must be submitted fo: etor niviater Frrograni- Water Feral!.' s Secelon/ NOT Arizona Deparirnent of Environmental Quality (541513-3) 1110 West Washington Phoenix, Arizona 85007 ' : ERMIT INFORMATION KDES/NPDES Stormwater Construction GP Authorization Number ---------------- r ' ne of Operator on Notice of Intent (NOI) submitted to ADEQ------- -----— — --- —- -————------ ress of Operator -- ---------------------- F ne 11. CONSTRUCTION SITE INFORMATION P'iect/Site Name: ------ County: —--- ------..... -- Zip Site address if applicable, and the physical location (provide directions from nearest municipality): 'r -ide the latitude/longitude of the construction site at the point nearest the receiving water: Latitude: Longitude: . (Must Have at Least 6 Digits) (Must Have at Least 7 Digits) FFinal ERAGE IS BEING TERMINATED BECAUSE: (Check those below as applicable) stabilization has been achieved on all portions of the site for which the operator is responsible. Another operator has assumed control over all areas of the site that have not been finally stabilized. For residential construction only, temporary stabilization has been completed and the residence has been transferred to the homeowner. �. ERTIFICATION BY AUTHORIZED SIGNATORY (PER PART VII.K.2 OF THE PERMIT) 7 certify under penalty of law that all stormwater discharges associated with construction activity from the identified facility that are authorized by a general permit have been eliminated or that / am no longer the operator of the facility or construction site. / understand that by submitting this Notice of Termination, / am no longer authorized to discharge stormwater associated with construction activity under this general permit, and that discharging Pollutants in stormwater associated with construction activity to waters of the United States is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES orAZPDES permit. l also understand that the submittal of this Notice of Termination does not release an operator from liability for any violations of this permit or the Clean Water Act." inted Name:_ _--- Title: _ -- --------------------------------- 3r—ure: __ —......... —.................. —........... ate: February 20, 2003 ccu3str V, ' The UU7i0eariSazc A2,71FIDLEES Perm R No. Submission of 'this NOT constitutes notice that the party identified on this form is terminating coverage under the AZPDES neral permit, and authorization to construction activity discharges to waters of the United States terminates at midnight on the ,the NOT is received byADEQ. TO TER11IMARTE,"ACO IPLETEAS�DACCUR—ATENOTmustbesubmitted to: Sa®rOvlwatsr Program. Wal;ar ParrilIUS Sec4L106j/ €�0T Arizona Department of Environmental Quality (54158-3) 1110 West Washington Phoenix, Arizona 85007 rI-- ERMIT INFORMATION AIDES/NPDES Stormwater Construction GP Authorization Number IAiress -ie of Operator on Notice of Intent (NOI) submitted to ADEQ of Operator ............. fin e CONSTRUCTION SITE INFORMATION 3�act/Site Name: ___......... County: Zip te address if applicable, and the physical location (provide directions from nearest municip ality): 'rn�ljde the latitude/longitude of the construction site at the point nearest the receiving water: II IIII Latitude: (Must Have at Least 6 Digits) Longitude: (Must Have at Least 7 Digits) OVERAGE IS BEING TERMINATED BECAUSE: (Check those below as applicable) Final stabilization has been achieved on all portions of the site for which the operator is responsible. Another operator has assumed control over all areas of the site that have not been finally stabilized. For residential construction only, temporary stabilization has been completed and the residence has been transferred to the homeowner. .ERTIFICATION BY AUTHORIZED SIGNATORY (PER PART Vil.K.2 OF THE PERMIT) 7 certify under penalty of law that all storm water discharges associated with construction activity from the identified facility that are authorized by a general permit have been eliminated or that l am no longer the operator of the facility or construction site. / understand that by submitting this Notice of Termination, / am no longer authorized to discharge storm water associated with construction activity under this general permit, and that discharging pollutants in stormwater associated with construction activity to waters of the United States is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES orAZPDES permit. / also understand that the submittal of this Notice of Termination does not release an operator from liability for any violations of this permit or the Clean Water Act." inted Name:____ -----_--- Title: --------------------------- /r ure: _ -------------------------------------------- Date: February 20. 2003 mission of this NOT constitutes notice that the party identified on this form is terminating coverage under the AZPDES permit, a e,�irnit, and authorization to construction activity discharges to waters of the United States terminates at midnight on 'the I� the NOT is received by ADEQ. TO T 0VvTj 3Aa E,1-1 COP,,7-LETS AS -(CURATE t'O T must be submitted to: J Sa 64'AlWai r Program- Water Perr,,jjt 3 Jec ion/ NOT Arizona Department of Environmental Quality (54158-3) 1110 West Washington Phoenix, Arizona 85007 XERMI T INFORMATION DES/NPDES Stormwater Construction GP Authorization Number -ie of Operator on Notice of Intent (NOI) submitted to ADEQ Address of Operator CONSTRUCTION SITE INFORMATION 'act/Site Name: County: Site address if applicable, and the physical location (provide directions from nearest municipality): ode the latitude/longitude of the construction site at the point nearest the receiving water: Latitude (Must Have at Least 6 Digits) Longitude: (Must Have at Least 7 Digits) OVERAGE IS BEING TERMINATED BECAUSE: (Check those below as applicable) Final stabilization has been achieved on all portions of the site for which the operator is responsible. Another operator has assumed control over all areas of the site that have not been finally stabilized. For residential construction only, temporary stabilization has been completed and the residence has been transferred to the homeowner. ,ERTIFICATION BY AUTHORIZED SIGNATORY (PEP. PART VII.K.2 OF THE PERMIT) I certify under penalty of law that all stormwater discharges associated with construction activity from the identified facility that are authorized by a general permit have been eliminated or that / am no longer the operator of the facility or construction site. I understand that by submitting this Notice of Termination, I am no longer authorized to .discharge stormwater associated with construction activity under this general permit, and that discharging moollutants in stormwater associated with construction activity to waters of the United States is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES orAZPDES permit. I also understand that the submittal of this Notice of Termination does not release an operator from liability for any violations of this permit or `he Clean WaterAct." inted Name:_ Title: ------------------------------------------ r -ire: --------- I Date: Februani 2R- 2nn3 APPENDIX C BEST MANAGEMENT PRACTICE INFORMATION SHEETS q SYMBOLF5�rE ,. !� 1 of 6 nT•f' 11 CONDITIONS WHERE PRACTICE APPLIES PERIMETER CONTROL SLOPE PROTECTION SEDIMENT TRAPPING DRAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION _ PERMANENT STABILIZATION 8 EXPOSURE LIMITS _ NON -SEDIMENT POLLUTION CONTROL DEFINITION Providing a stabilized surface for seeding and/or prevention of erosion. Mulches include organic materials, straw, wood chips, bark or other wood fibers, decomposed granite, gravels, a variety of netting or mats of organic or non -organic materials, and chemical soil stabilization. PURPOSE The purposes of using mulch are: (a) prevent erosion by protecting the soil surface from raindrop impact and reducing the velocity of overland flow and (b) to foster the growth of vegetation by increasing available moisture and providing insulation against extreme heat and cold. APPROPRIATE APPLICATIONS 1. Areas which have been permanently seeded should be mulched immediately following seeding. 2. Areas which cannot be seeded because of the season, but will be seeded at a later date should be mulched to provide some protection to the soil surface. An organic mulch (not wood fiber alone) shall be used, and the area then seeded as soon as feasible in spring. I Mulch should be used together with plantings of trees, shrubs, or certain ground covers which do not provide. adequate soil stabilization by themselves. 4. Mulch should be used in conjunction with temporary seeding operations when climatic conditions allow or temporary irrigation is provided. j SY100L A�tJ r�"r- ry r7 2 of 6 LIMITATIONS Mulching is appropriate for temporary or permanent methods of erosion control. Organic mulches, straw and wood fiber are appropriate in landscaped or revegetated areas as temporary controls. Permanent mulches more appropriate for and regions include gravels and decomposed granite. PLANNING CONSIDERATIONS Mulches are applied to the soil surface to conserve a desirable soil properly or to promote plant growth. A surface mulch is one of the most effective means of controlling runoff on disturbed land. Mulches can increase the infiltration rate of the soil, reduce soil moisture loss by evaporation, prevent crusting and sealing of the soil surface, modify soil temperatures, and provide a suitable microclimate for seed germination. Organic mulch materials, such as straw, wood chips, bark, and wood fiber, have been found to be the most effective where re -vegetation will be provided by reseeding. Chemical soil stabilizers are less effective mulches when used alone. These materials are useful to bind organic mulches together or to stabilize flat areas such as roadways. Decomposed granite, gravels and bark are effective as ground cover in landscaped areas. A variety of nets and mats have been developed for erosion control in recent years, and these are also used as mulches, particularly in critical areas such as waterways. They may be used to hold other mulches to the soil surface. See Erosion Control Mattings, BMP. The- choice of materials for mulching will be based on the type of soil to be protected, site conditions, landscape requirements, and economics. 3 of 6 DESIGN CRITERIA Mulching consists of furnishing all materials, preparing the soil surface and applying the mulch to all soil surface areas designated on the project plans or established by the Engineer. MATERIALS Compliance with the requirements of Subsection 106.05 of the 1990 ADOT Standard Specifications for Road and Bridge Construction is recommended. WOOD FIBER MULCH: Wood fiber mulch shall consist of a specially prepared wood fiber processed to contain no growth or germination inhibiting factors. The mulch shall be from virgin wood and be manufactured and processed so the fibers will remain in uniform suspension in water under agitation to form a homogenous slurry. STRAW MULCH: Straw mulch shall conform to the requirements of Subsection 805 - 2.03 of ADOT's Standard Specifications and shall be from the current season's crop. A letter of certification from the supplier shall be required to show that the straw was baled less than 12 months from the delivery date. EMULSIFIED ASPHALT: Emulsified asphalt shall be type SS-1 or CSS-1 and shall conform to the requirements of Subsection 1005-3.04 of the ADOT Standard Specifications. B]NDER: Binder shall be free flowing, noncorrosive powder produced from natural plant gum marketed under M-Binder, M145 Binder, AZ- TAC or approved equal. H9 L CAJMa DSU G PREPAP.ATION/METHODS AND EQUIPMENT G C7 C -3 c w 4 of b The equipment and methods used to distribute mulching materials shall be such as to provide an even and uniform application of mulch and/or other materials at the specified rate. The mulch can be spread by hand or by mulch -blowing equipment. APPLYING MULCH: Mulch shall be immediately affixed by either crimping or tacking. The Engineer shall determine which areas are not conducive to anchoring by crimping and will direct the contractor to anchor such mulch by tacking. Within 24 hours after each area is planted, straw mulch shall be uniformly applied at the rate of approximately 2-1/2 tons per acre for crimped areas and 1-3/4 tons per acre for tacked areas. ANCHORAGE BY CRIMPING: Mulch shall be anchored into the soil with a heavy disc with flat, serrated discs at least 1/4 inch thick having dull edges and spaced no more than nine inches apart Mulch shall be anchored to a depth of at least two inches and shall not be covered with an excessive amount of soil. Anchoring operations shall be across the slopes where practical with no more than two passes of the anchoring equipment. Immediately following the crimping operation the crimped area shall be tacked as specified under Anchorage by Tacking. ANCHORING BY TACKING: Mulch shall be anchored by tacking using either emulsified asphalt uniformly applied at the rate of approximately 500 gallons per acre or a slurry consisting of a minimum of 150 pounds of binder, 400 pounds of wood fiber mulch, and 700 gallons of water per acre. BMP-11 W1 SYMBOL I S.C.E I I I DEFINMON 3 u MOALP20 CMRIB UIC a GOJM EGA tl NQNCE 1 of 4 CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL ® SLOPE PROTECTION SEDIMENT TRAPPING ® DRAINAGEWAY E STREAM PROTECTION TEMPORARY STABILIZATION _ PERMANENT .STABILIZATION & EXPOSURE LIMITS 2_ NON -SEDIMENT POLLUTION CONTROL A stabilized pad of aggregate underlain with filter cloth located at any point where traffic will be entering or leaving a construction site to or from a public right-of-way, street, alley, sidewalk or parking area. r PURPOSE The purpose of a stabilized construction entrance is to reduce or eliminate the tracking of sediment onto public rights -of -way or streets. Reducing trackout of sediments and other pollutants onto paved roads helps prevent deposition of sediments into local storm drains and production of airborne dust. APPROPRIATE APPLICATIONS A stabilized construction entrance should be used at all points of construction ingress and egress. NPDES permits require that appropriate measures be implemented to prevent trackout of sediments onto paved roadways. LIMITATIONS The stabilized construction entrance plan should be reviewed as part of the project traffic control plan. • Construct on level ground. Stabilized construction entrances are rather expensive to construct and when a wash rack is included, a sediment trap of some kind must also be provided to collect wash water runoff. BNT-37 • i e■1...■....... PLANNING CONSIDERATIONS p 2 of 4 Stabilized construction entrances are not very effective in removing sediment from equipment leaving .a construction site. Efficiency is greatly increased, though when a washing rack is included as part of a stabilized construction entrance. Build on level ground. ® Advantages: • Does remove some sediment from equipment and serves to channel construction traffic in and out of the site. DESIGN & SIZING CONSIDERATIONS The aggregate for stabilized construction entrance aprons shall be 1 to 3 inches in size, washed, well -graded gravel or crushed rock. The apron dimensions recommended are 30 ft. x 50 ft. and 6 inches deep. • Entrance must be properly graded to prevent runoff from leaving the construction site. • When wash areas are provided, washing shall be done on an area stabilized with crushed stone which drains into a properly constructed sediment trap or basin (pond). MAINTENANCE REQUIREMENTS • Inspect monthly and after each rainfall. • Replace gravel mat when surface voids are no longer visible. Periodic top dressing with additional stone will be required. • All sediments deposited on paved roadways must be removed within 24 hours. • Remove gravel and filter fabric upon completion of construction. References (1,2) I SYMBOL S.c. i ` 3 of 4 DITCH TO CARRY WASH WATER TO SEDIMENT BASIN OR TRAP C —DRAIN SPACE REINFORCED CONCRETE WASH RACK �— R25' FILTER FABRIC COARSE AGGREGATE—"" ZI 1" TO 3" M STASILMD CONSTRUCTION NTRANCF �r-;Tell D.C. DIAGRAAd DEFINITION MY CWTHOL 1 of 4 CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL _ SLOPE PROTECTION SEDIMENT TRAPPING DRAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION PERMANENT STABILIZATION 8 EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL A comprehensive plan to limit off -site sedimentation by controlling the sites potential for producing air borne fugitive dust and track -out of sediments. PURPOSE Sediments which are transported from construction sites by stormwater runoff, wind, erosion and vehicle trackout are often re -dispersed to the air by subsequent vehicular traffic and high winds. Likewise, these sediments may be transported by the next rainfall into public storm sewer systems. Implementation of control measures to minimize the generation of fugitive dust from construction sites will also limit quantity of sediments in stormwater. APPROPRIATE APPLICATIONS Primary sources of dust from development and construction activities are: • Grading Operations (land clearing and earthmoving) • Drilling and blasting • Batch drop operations (loader operation) • Exposed areas, cleared unstabilized area. • Vehicle traffic on unpaved surfaces • Sediment tracking on paved surfaces • Blasting and wrecking ball operations • Soil and debris storage piles The contractor is responsible for complying with the requirements of the air pollution control permit. Refer to Appendix D for additional information on dust control in Maricopa County. The Division of Air Pollution Control's approach to reduce air pollution from construction sites will be to require: I: • SYMBOL WEST WNHOL V=--W2 C. 4 • Permits require the use of reasonably available dust control measures. Enforce visible opacity emission limits to determine compliance. Require dust control plans for construction or land clearing projects. • Enforcement activities with priority given to citizen complaints. • Require contractors to maintain records. PLANNING CONSIDERATIONS Many of the reasonably available control measures for controlling fugitive dust from construction sites can also be implemented as Best Management Practices for stormwater pollution prevention. Those best management practices include: • Pave, vegetate, or chemically stabilize access points to paved roads. • Provide covers for trucks transporting materials that contribute dust. • Provide for wet suppression or chemical stabilization of exposed soils. • Provide for rapid cleanup of sediments deposited on paved roads. • Furnish stabilized construction road entrances and vehicle wash down areas. • Stabilize unpaved haul roads, parking and staging areas. • Implement dust control measures for material stockpiles. • Prevent drainage of sediment -laden stormwater onto paved surfaces. • Stabilize abandoned construction sites using vegetation or chemical stabilization methods. • Limit the amount of areas disturbed by clearing and earth moving operations by scheduling these activities in phases. The following Table, Dust Control Application provides guidance on the appropriate best management practices recommended for typical field operations and conditions There are many products available as dust palliatives for chemically stabilizing gravel roadways and stockpiles. The types of chemicals available and recommendations for their use are tabulated in the chart of Commonly Used Dust Palliatives. MADn ENANCE REQUIREMENTS Dust control is an ongoing process during site construction. Re -application of dust control measure may be necessary until construction is complete. LA COMMONLY USED CHEMICAL DUST PALLIATIVES DELIQUESCENT AND HYDROSCOPiC CHEMICALS CHEMICAL TYPES • Calcium Chloride' • Magnesium Chloride • Natural Brines LIMITATIONS Can lose effectiveness in dry periods with low humidity. Leaches from road in heavy rain. Not recommended for gravel road surfaces with low fines. Recommended COMMENTS Calcium Chloride Is popular. May become slippery when wet on gravel surfaces with high fines. LIGNOSULF014ATES ORGANIC NON -BITUMINOUS BINDERS • Calcium lignosulfonate • Sodium Lignosulfonate • Ammonium Lignasulfonate Not affected by dry weather and low humidity. Leached from road in heavy rain if not sufficiently cured. Best performance on gravel roads with high surface fines (10-30%) and dense compact surface with no loose gravel. Ineffective on gravel surfaces low in fines. May become slippery when wet on gravel surfaces with high fines content. PETROLEUM BASED PRODUCTS' • Dunker Oil • Asphalt Pricer • Emulsified Asphalt Generally effective regardless of climatic conditions may pothole In wet weather. Best performance on gravel roads with 5-10% fines. Creates a hardzned crust. 'Motor oils and oil treatments are not recommended due to adverse effects on plant life and groundwater. 'Not recommiended due to adverse effects on plant life. SYMBOL WPM 'Ji R,% C.D. 111-111111=�I1d�����1�=1111ii=�� � I11//1cIIlIlI=1111 DEFINITION L:2-1 r-1- of 4 CONDITIONS WHERE PRACTICE APPLIES PERIMETER CONTROL SLOPE PROTECTION SEDIMENT TRAPPING ' DRAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION PERMANENT STABILIZATION 8 EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL Small temporary dams constructed across a swale or drainage ditch. PURPOSE Check dams reduce the velocity of concentrated stormwater flows, thereby reducing erosion of the swale or ditch, and slow water velocity to allow sediment capture. APPROPRIATE APPLICATION Check dams are used to reduce the velocity of channel flow in smaller channels and temporary swales. This practice is limited to use in small open channels which drain 10 acres or less. LIMITATIONS Check dams should not be used in live streams. Do not install in channels which have already been lined or vegetated. PLANNING CONSIDERATIONS Check dams only perform their function of reducing velocities of concentrated flows and energy if they have been sized and constructed correctly and are maintained properly. �� . SYMBOL C.D. 0 ea=- H --c::_ H --===. © Advantages: GOING? OAP 102 a 3 2 of 4 Check dams reduce the need for more stringent erosion control practices in the swale due to the decreased velocity and energy of runoff. DESIGN & SIZING CRITERIA Check dams can be constructed of either rock or logs. Provide a deep sump immediately upstream. The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. Rock check dams shall be constructed of appropriately sized rock of D50 equal to 8"-12" minimum. The rock must be placed by hand or mechanical placement (no dumping of rock to form dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. Th6 rock used must be large enough to stay in place given the expected design flow through the channel. Log check dams shall be constructed of 4 to 6-inch diameter logs. The logs shall be embedded into the soil at least 18 inches. In the case of grass -lined ditches and swales, check dams shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. MAINTENANCE REQUIREMENTS Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches on half the sump depth. Reference (1,14) SYMBOL CNIECK MEMO C.D. a 71, 3 of 4 4"-S" LOGS r I � 1 I I I I / co DRIVEN WOODEN PILES LOG CHECK DAM ROCK CHECK DAM ROCK CHECK DAM CROSS-SECTION L THE DISTANCE SUCH THAT POINTS A B ARE OF EQUAL ELEVATION SPACING BETWEEN CHECK DAMS is � � SYMBOL S.B.H. 000aoo Ld 1 of 4 CONDITIONS WHERE PRACTICE APPLIES PERIMETER CONTROL ® SLOPE PROTECTION •: ' ':='::::'::.: 2 SEDIMENT TRAPPING ® DRAINAGEWAY P. STREAM PROTECTION ® TEMPORARY STABILIZATION PERMANENT STABILIZATION d EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL A temporary barrier of straw bales or similar material used to intercept sediment laden runoff from small drainage areas of disturbed soil. s �' • The purpose of a ' straw bale dike is to reduce runoff velocity and cause deposition of the transported sediment load. APPROPRIATE APPLICATIONS The straw bale dike is used where there are no concentrations of water in a channel or drainage way, and where erosion would occur from sheet flow. These barriers are typically constructed, below disturbed areas subject to sheet flow of runoff to intercept and detain sediment. LIMITATIONS • Straw bale dikes are not to be used for extended periods of time because they tend to rot and fall apart. • Suitable only for sheet flow on slopes of 2% or flatter. • Not appropriate for large drainage areas, limit to one acre or less. • Straw bales lose their effectiveness rapidly due to rotting, thus constant maintenance is required. • Not recommended for concentrated flow, channel flow, and live streams. • Bale bindings of jute or cotton not recommended SYMBOL � !`�G3aGu9 QQMON P��rrt 1 S.B.B. euw 2 of 4 PLANNING CONSIDERATIONS When installed and maintained properly, straw bale dikes remove approximately 67% of the sediment transported in construction site runoff. This optimum efficiency can only be achieved through careful maintenance with special attention to replacing rotted or broken bales. Barrier should be constructed on a level contour to prevent concentration of flow against a small portion of the barrier. DESIGN & SIZING CRITERIA 1. Bales shall be placed on the contour and in a row with ends tightly abutting the adjacent bales. 2. Maximize ponding by locating barrier away from the toe -of -slopes. This also provides access for maintenance. 3. Each bale shall be embedded in the soil a minimum of four inches and placed so the bindings are horizontal. Bindings placed on soil will soon disintegrate and cause the barrier to fail. 4. Bales. shall be securely anchored in place by either two stakes or re -bars driven through the bale. The first stake in each bale shall be driven toward the previously laid bale at an angle to force the bales together. Stakes shall be driven flush with the bale. 5. Bales shall be removed when they have served their usefulness so as not to block or impede storm flow or drainage. MAINTENANCE REQUIREMENTS Inspect monthly and after each rain event. Remove and properly dispose of detained sediments when silt depth reaches 6". References (1,2,4,14) SYMBOL S d HAUJ BALE 0AR,MERS d S.B.B. a © 0 6 0 � � n 3 of 4 FLOW ��• `mow',. v/ �✓ .�� II u PROMOTES ON SITE SEDIMENTATION BY CREATING A TEMPORARY POND. REDDING DETAI ANGLE FIRST STAKE TOWAR PREVIOUSLY LAID BALE \I 11\ FLOW ��� }�►Ilii,lll> > I 1 ,, II 4" VERTICAL FACE c�► rI �fOPv � I'�`I' >>>1J ICI BOUND BALES PLACED ON CONTOUR 2 2"x2" STAKES 1 1/2' TO 2' IN GROUND. DRIVE STAKES FLUSH WITH BALES. SUBSTITUTION OF STEEL BARS FOR WOODEN STAKES IS NOT RECOMMENDED DUE TO POTENTIAL FOR DAMAGING CONSTRUCTION EQUIPMENT ANCHORING DETAIL STRAW BALE BARRIERS 1' � S'MBOL ' ONLY FENCE S.F. -tom r- pIAGRAM �����iiiia� �.r�•lr�il�il DEFINITION ETof6 CONDITIONS WHERE PRACTICE APPLIES PERIMETER CONTROL SLOPE PROTECTION SEDIMENT TRAPPING DRAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION _ PERMANENT STABILIZATION d EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL A temporary sediment barrier consisting of a filter fabric stretched across and attached to supporting posts, entrenched, and, depending upon the strength of the fabric used, with wire fence for support. PURPOSE 1. To intercept and detain small amounts of sediment from disturbed areas during construction operations in order to prevent sediment from leaving the site. 2. To decrease the velocity of sheet flows and low -to -moderate level channel flows. APPROPRIATE APPLICATIONS Filter fences must be provided just upstream of the point(s) of discharge of runoff from a site, before the flow becomes concentrated. They may also be used: 1. Below disturbed areas where runoff may occur in the form of sheet and rill erosion; wherever runoff has the potential to impact downstream resources. 2. Perpendicular to minor swales or ditch lines for up to one acre contributing drainage areas. . Not intended for use in detaining concentrated flows. Synthetic fabric filter fences are only applicable for sheet or overland flows and not the volumes of water in concentrated flows. SY1MOL S.F. LIMITATIONS IOU FEEME n 2 of • Filter fences will create a temporary sedimentation pond on the upstream side of the fence which may cause temporary flooding. Fences not constructed on a level contour will be overtopped by concentrated flow resulting in failure of the filter fence. • Filter fences are- not practical where large- flows of water are involved, hence the need to restrict their use to drainage areas of one acre or less, and flow rates of less than 0.5 cfs. • Problems may arise from incorrect selection of pore size and/or improper installation. • Do not allow water depth to exceed 1.5 feet at any point. • Improperly installed fences are subject to failure from undercutting, overtopping, or collapsing. PLANNING CONSIDERATIONS Laboratory work at the Virginia Highway and Transportation Research Council has shown that silt fences can trap a much higher percentage of suspended sediments that can straw bales. Silt fences are preferable to straw barriers in many cases. However while the failure rate of silt fences is lower than that of straw barriers, there are many instances locally in which silt fences have been improperly installed. The installation methods outlined here can improve performance. • Construct along a level contour. • Silt fences should remain in place until the disturbed area is permanently stabilized. • Provide sufficient room for sediment removal equipment between the silt fence and toes of slopes or other obstructions. • The ends of the filter fence should be turned uphill to prevent stormwater from flowing around the fence. • Provide an undisturbed or stabilized outlet suitable for sheet flow. • Do not construct in live streams or intermittently flowing channels. r • . LEms+a"8, 3 of 6 DESIGN &z SING CP=RIA Upstream drainage area limited to 1 acre or less when used alone or in combination with sediment basin in a larger site. O Maximum slope steepness perpendicular to fence line, 1:1. • Maximum sheet or overland flow path length to the -fence 5 100 feet. a No concentrated flows greater than 0.5 cfs. Selection of a filter fabric is based on soil conditions at the construction site (which affect the equivalent opening size (EOS) fabric specification) and characteristics of the support fence (which affect the choice of tensile strength). The designer shall specify a filter fabric that retains the soil found on the construction site yet will have openings large enough to permit drainage and prevent clogging. The following criteria is recommended for selection of the equivalent opening size: 1. If 50 percent or less of the soil, by weight, will pass the U.S. standard sieve No. 200, select the EOS to retain 85 percent of the soil. The EOS should not be finer than EOS 70. 2. For all other soil types, the EOS should be no larger than the openings in the U.S. Standard Sieve No. 70 [0.0083 in. (0.21 mm.)] except where direct discharge to a stream, lake, or wetland will occur, then the EOS shall be no larger than Standard Sieve No. 100. To reduce the chance of clogging, it is preferable to specify a fabric with openings as large as allowed by the criteria. No fabric should be specified with an EOS smaller than U.S. Standard Sieve No. 100 [0.0059 in. (0.15 mm.)]. If 85 percent or more of a soil, by weight, passes through the openings in a No. 200 sieve [0.0029 in. (0.074 mm.)], filter fabric shall not be used. Most of the particles in such a soil would not be retained if the EOS was too large, and they would clog the fabric quickly if the EOS was small enough to capture the soil. 8217 MC S.F. G7 A of 6 Selection of fabric tensile strength and bursting strength characteristics shall be supported with wire mesh in and as recommended by the fabric manufacturer. Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable life at a temperature range of 0° F. to 120' F. o Typical Installation: Filter fences are to be constructed on a level contour to maximize the available ponding area and prevent concentration of flow against the fence. a. Posts shall be spaced a maximum of 6 feet apart and driven securely into the ground a minimum of 30 inches. b. A trench shall be excavated approximately S inches wide and 12 inches deep along the line of posts and upslope from the barrier. C. When standard strength filter fabric is used, a wire mesh support fence shall be fastened securely to the upslope side of the posts using heavy- duty wire staples at least 1 inch long, tie wires or hog rings. The wire shall extend into the trench a minimum of 4 inches. d. The standard strength filter fabric shall be stapled or wired to the fence, and 20 inches of the fabric shall extend into the trench. When extra -strength filter fabric and closer post spacing are used, the wire mesh support fence may be eliminated and the filter fabric stapled or wired directly to the posts. e. The use of joints should be avoided. When joints are necessary, filter cloth shall be spliced together only at a support post, with a minimum 6 inch overlap and both ends securely fastened to the post. f. The trench shall be backilled with 3/4-inch minimum diameter washed gravel or compacted native material. "1' I MB S.F. �a 6 of 6 2" X 4" WOOD POST. STANDARD OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POST FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE 2" X 2" 14 GA WIRE FABRIC OR EQUIV. II ------ -F I --t� _II — BURY BOTTOM OF FILTER MATERIAL I IN B" X 12' TRENCH I I I 6' MAX. I FILTER FABRIC MATER 2" X 2" 14 GA WIRE FABRIC OR EOUIV. PROVIDE 3/4" - 1 1/2" WASHED z\� GRAVEL BACKFILL IN TRENCH AND ON FABRIC THE SURFACE T ON SIDES FENCE Q / 8" 2" X 4" WOOD POST -� ALT: STEEL FENCE POSTS SLT FENCE DIAGP�4M DEFINITION STORM DRAW MEET [,-no Tim, -flow I.P. 1 of CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL SLOPE PROTECTION SEDIMENT TRAPPING DRAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION _ PERMANENT STABILIZATION & EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL A sediment filter or an excavated impounding area around a storm drain, drop inlet, or curb inlet. .8 To prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. APPROPRIATE APPLICATIONS Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Different types of structures are applicable to different conditions: a. Filter Fabric Fence -'Applicable where the inlet drains a relatively small (less than 1 acre) flat area (less than 5 percent slope). Do not place fabric under grate as the collected sediment may fall into the drain when the fabric is retrieved. b. Excavated Drop Inlet Sediment Trap - Protection against sediment entering a storm drain inlet can be provided by excavating an area in the approach to the drain. The drainage area for a drain protected in this manner is one acre. Provide weep holes to drain the shallow pool. ® Advantages: • Inlet protection prevents sediment from entering the storm drain system and clogging it. I.P. a Eer 2 of LMUTATIONS Ponding will occur at the inlet with possible short term flooding. Curb inlets on slopes cannot be effectively protected because the stormwater will bypass the inlet and continue downgrade. Filter fabric fences are limited to storm drain inlets for small drainage areas of five acre or less. For larger drainage areas, smaller sediment catchment areas are recommended. PLANNING CONSIDERATIONS Where storm sewers are made operational before their drainage area is stabilized, or where construction is adjacent to an existing storm sewer, large amounts of sediment may enter the storm sewer system. In cases of extreme sediment loading, the storm sewer itself may clog and lose a major portion of its capacity. To avoid these problems, it is necessary to prevent sediment from entering the system at the inlets. This practice contains several types of inlet filters and traps which have different applications dependent upon site conditions and type of inlet. Other innovative techniques for accomplishing the same purpose are encouraged, but only after specific plans and details are submitted to and approved by the local government. DESIGN & SIZING CRITERIA Grates and spaces of all inlets should be secured to prevent seepage of sediment -laden water. All inlet protection measures should include sediment sumps of 1 to 2 feet in depth and with 2:1 side slopes. Installation procedure for filter fabric fence: a. Place 2 inch by 2 inch wooden stakes around the perimeter of the inlet a maximum of 3 feet apart and drive them at least S inches into the ground. The stakes must be at least 3 feet long. SYMBOL 0 G DUe1 [jou fnuay Pnw mmmm I.P. p Saar 3 of 6 b. Excavate a trench approximately g inches wide and 12 inches deep around the outside perimeter of the stakes. c. Staple the filter fabric (for materials and specifications, see Silt Fence BMP) to wooden stakes so that 32 inches of the fabric extends out and can be formed into the trench. Use heavy-duty wise staples at least fz inch in length. d. Backfill the trench with 3/4 inch or less washed gravel all the way around. MAINTENANCE REQUIREMENTS For systems using filter fabric: inspections should be made on a regular basis, especially after large storm events. If the fabric becomes clogged, it should be replaced. Sediment should be removed when it reaches approximately one-half the height of the fence. If a sump is used, sediment should be removed when it fills approximately one-half the depth of the hole. References (1,3,11,14,23 COL I.P. STORM MUM M-111.1N, p-M)TECTIOM n c^�ra P4o STAKE FILTER FABRIC - RUNOFF WATER WITH SEDIMENET SEDIMENT LADEN R,k 0 F uvvvvvv STAKES DROP INLET WITH GATE FILTER FABRIC WASHED GRAVEL FILTERED WATER BURIED FILTER FABRIC FILTER FABRIC FEN=R0P INLET FILTER SYMBOL I.P. I �m"Llyfj-�, f SEDIMENT -LADEN RUNOFF STORM WATER WITh LARGER PARTICLES REMOVED DRAIN INLEI WEEP HOLES FOR DEWATERING `STORAGE VOLUME 3600 CU.FT. PER DISTURBED DRAINAGE. DEPTH BELOW TOP OF INLETz MINI' - MAXI' LARGER PARTICLES SETTLE OUT SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPABILITY AND EASE OF MAINTENANCE ARE DESIRABLE. EXCAVATED DROP JNLET SEDIMENT TRAP SYMBOL IE DIAGRAM DEFINITION r7 rya ��" i of 6 CONDITIONS WHERE PRACTICE APPLIES PERIMETER CONTROL ® SLOPE PROTECTION SEDIMENT TRAPPING DRAINAGEWAY 8 STREAM PROTECTION TEMPORARY STABILIZATION PERMANENT, STABILIZATION 8 EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL A small temporary ponding area, with a gravel outlet, formed by excavation and/or by constructing an earthen embankment. PURPOSE To collect and store sediment from sites cleared and/or graded during construction. It is intended for use on relatively small building areas, with no unusual drainage features, and projected quick build -out time. It should help in reducing silt -laden runoff. The trap is a temporary measure (with a design life of approximately 6 months) and is to be maintained until the site area is permanently protected against erosion by vegetation and/or structures. APPROPRIATE APPLICATIONS Proposed building sites where the tributary drainage area is less than 10 acres. Typically installed in a drainageway and/or point of discharge from a disturbed area. LIMITATIONS I. Serves only limited areas. 2. Sediment traps are only practically effective in removing sediment down to about the medium silt size fraction. Runoff with sediment of finer grades (fine silt and clay) will pass through untreated, emphasizing the need to control erosion to the maximum extent first. ' 2 o f PLANNING CONSIDERATIONS Sediment traps should be used only for small drainage areas. If the contributing drainage area is greater than 10 acres, refer to Sediment Ponds, or subdivide the catchment area into smaller drainage basins. Sediment must be removed from the trap after each rainfall event. Plans shall detail how this sediment is to be disposed of, such as by use in fill areas on - site, or removal to an approved off -site dump. Sediment traps, along with other perimeter controls, shall be installed before any land disturbance takes place in the drainage area. Sediment traps and ponds must be installed only on sites where failure of the structure would not result in loss of life, damage to home or buildings, or interruption of use of or service public roads or utilities. Also, sediment traps and ponds are attractive to children and can be dangerous. The following recommendations should be implemented to reduce risks. 1. Instal continuous fencing around the sediment trap or pond. Consult local ordinances regarding requirements for maintaining health and safety. 2. Restrict basin side slopes to 3:1 or flatter. DESIGN & SIZING CRITERIA The sediment trap may be formed completely by excavation or by construction of a compacted embankment. It shall have a 1.5 foot deep sump for sediment storage. The outlet shall be a weir/spillway section, with the area below the weir acting as a filter for sediment and the upper area as the overflow spillway depth. The effectiveness of sediment traps is directly related to the size of the trap. In Maricopa County the recommended sediment trap size is 3600 cubic feet per acre of disturbed upstream drainage area for drainage areas of 10 acres or less. This roughly equates to a trap volume necessary to pond the precipitation from a 1 inch rain event. SYLMOL ca After determining the necessary volume, size the trap by adding an additional B6 feet for sediment accumulation to the volume computed. C To complete the design of the temporary sediment trap: a. Calculate required trap volume Required Volume = 3600 cubic feet per acre b. A 3:1 or flatter aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. c. Determine the bottom and top surface area of the sediment storage volume to be provided using 1 feet in depth for sediment storage, 2 feet settling depth and 3:1 side slopes from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding the depth required for the 2-year, 24-hour design storm above the surface of the sediment storage volume, while not exceeding 3:1 side slopes (see attached figure). Required Depth = 316 feet (2 feet settling depth and 11/2 feet sediment storage) MAINTENANCE REQUIREMENTS The key to having a functional sediment trap is continual monitoring and regular maintenance. The size of the trap is less important to its effectiveness than is regular sediment removal. Sediment should be removed from the trap when it reaches approximately one foot in depth (assuming a 1.5 foot sediment accumulation depth. Regular monthly inspections should be done and additional inspections made after each large runoff -producing storm. References (1,2,14) BMP-77 SYMBOL -rEm®r m— nv simmir -r r Rip P. 14y.a 5.1. 4 of 6 \\ o ! o 0 u O U O p O U. O J n o u • • _ � s Sediment Trap o • 1,� • i Filter Fence #W i l 0 1 •/ems Sediment Pond Sediment Trap\p•o • cPA/ Baffle i A \ • O� f Q/�. \ v e e or Swale .:r T RI ser G j\ Filter Fabric Fence ' \ G ` � Rock Protection N a c7 Ac. r Outfall �r � age Area - Subdividing dge sites into �_ .� t small drainages. I. • a SYMBOL a S of 6 SECURITY FENCING V DEPTH 2"-4" ROCK 2' SETTING DEPTH 3' MAX 1'-0" SEDIMENT STORAGE -' 1' DEPTH 3/4"- 1 1/2" NOTE,• WASHED GRAVEL MAY BE CONSTRUCTED BY EXCAVATION OR BY BUILDING A BERM 4' IN 1' OVERFLOW DEPTH 9 x FILTER FABRIC FENCING OUTFLOW CHANNEL IF CONSTRUCTED BY EXCAVATION G JG 1 1111V NG 1" I n fiI'd U 1' DEPTH OF 2"-4" ROCK 1' DEPTH OF 3/4"-1 1/2" WASHED GRAVEL TEMPORARY SEDIMENT TRAP MUM r. �� :� SYMBOL HQUBPC111- y flAIVATEMANCE a PROCEDURES . E.A�I.P. rya 1 of 2 DIAGRAM CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL SLOPE PROTECTION SEDIMENT TRAPPING ORAINAGEWAY & STREAM PROTECTION TEMPORARY STABILIZATION _ PERMANENT STABILIZATION 8 EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL DEFINITION Establish a program of equipment maintenance procedures which will reduce contamination of on -site soils. PURPOSE Non -sediment stormwater pollution can occur through improper disposal of equipment fluids and disposables such as filters, batteries, and tires. An established program of maintenance procedures can prevent job site pollution and contamination of stormwater. APPROPRIATE APPLICATIONS Applicable for large construction sites where heavy equipment and truck storage and maintenance yards are located on -site. LIMITATIONS Comply with local codes and ordinances regarding on -site equipment maintenance and disposal of fluids and consumables. SYMBOL 1J� PLANNING CONSIDERATIONS C7 c� aE 2 of 1. Properly dispose of or recycle used oils, hydraulic fluids, and gear lubricants. Do not dump fuels and lubricants into pits or on the ground. Never place used oil in a dumpster or pour down a storm drain. 2. Properly dispose of or recycle used batteries. 3. Do not bury used tires. 4. Do not dispose of extra paints and coatings by dumping liquid onto the ground or throwing in dumpsters. Allow coatings to dry or harden before disposal into covered dumpsters.. 5. Repair leaks of hydraulic fluids, oils, and other fluids as soon as possible. 6. Use steam or high pressure water instead of thinners and solvents to wash down heavy equipment. Locate the wash down area in a contained area, and dispose of wash water and detergents to the sanitary sewer system only after grit is removed. 7. Provide spill containment dikes around stored oil and chemical drums. MAINTENANCE REQUIREMENTS 1. Maintain waste oil containers in leak proof condition. 2. Clean equipment radiators to maximize cooling efficiency and prevent boil overs. 3. Inspect equipment for damaged hoses and leaky gaskets daily. Repair or replace as needed.. Reference (14) 11.11 ' 1' •• MMOL SLED WASTR �. MAHAN HEM 1 of 2 In aGRM CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL ® SLOPE PROTECTION _ SEDIMENT TRAPPING ® DRAINAGEWAY 8 STREAM PROTECTION TEMPORARY STABILIZATION PERMANENT STABILIZATION 8 EXPOSURE LIMITS NON -SEDIMENT POLLUTION CONTROL DEFINITION The routine collection and regular disposal of accumulated solid waste generated at the construction site. PURPOSE Solid waste is one of the major pollutants caused by construction. Construction debris is solid. waste generated from trees- and shrubs removed during land clearing, demolition of existing structures, and the installation of structures. Other waste products include wood and paper from packaging and building materials, scrap metals, sanitary wastes, rubber, plastic and glass pieces, masonry products, and others. Domestic waste products include food containers such as beverage cans, coffee cups, lunch -wrapping paper and plastic wrappers. APPROPRIATE APPLICATIONS Proper solid waste management is applicable to all construction activities. Care. should be taken to ensure that toxic wastes and construction chemicals are not disposed of in dumpster designated for clean construction debris or domestic waste. SYMBOL 19- OLD CIAG7 MAMENEMY PLANNING CONSIDERATIONS n 2 'of 2 The major control mechanism for these pollutants is to provide adequate disposal facilities. Collected solid waste should be removed and disposed of at authorized disposal areas on a regular basis. Sanitary facilities must be convenient and well maintained to avoid indiscriminate soiling of adjacent areas. A contingency plan should be developed in case toxic or hazardous materials are found on -site. DESIGN & SIZING CRITERIA Solid Waste Management Plan must consider volume of construction debris based upon area to be graded, materials to be removed and materials generated during construction. The Solid Waste Management Plan must also consider the number of employees on site. Disposal for all construction debris and all domestic garbage must be coordinated with the local jurisdiction and disposed of in an appropriate solid waste management facility permitted for the type of waste materials. MAINTENANCE REQUIREMENTS Collection of on site trash should be done on a regular basis. Trash container and dumpsters should be maintained on an as needed basis. Where possible provide cover for dumpsters and waste containers to prevent the entry of rainwater, and loss of contents by high winds. Have a contingency plan in place should hazardous or toxic materials be discovered. Reference (14) P.S.A. C a7ENP8L8 1 7Ca 02PnVEA sw �—. 1 of IA.GP.AF. CONDITIONS WHERE PRACTICE APPLIES ® PERIMETER CONTROL ® SLOPE PROTECTION ® SEDIMENT TRAPPING DRAINAGEWAY 8 STREAM PROTECTION TEMPORARY .STABILIZATION -III _ Iyll� PERMANENT STABILIZATION IIIIII�IIf�IIII I�III II�III��_ ICI r=IIIII�I 8 EXPOSURE LIMITS _NON -SEDIMENT POLLUTION CONTROL DEFINITION Provide covered storage areas for construction materials. Create a spill proof perimeter around the storage area. PURPOSE: Rain can wash pollutants from improperly stored materials into local drainage systems. By properly covering and storing chemicals, materials, and waste containers so that they are protected from rainwater, non -sediment pollution of stotmwater can be reduced. APPROPRIATE APPLICATIONS: Locate chemical storage areas away from low areas, drainageways and stream banks. PLANNING CONSIDERATIONS: The. best method for controlling chemical pollution is to provide adequate controls at the points of storage and use. The following recommendations are intended to prevent the contamination of on -site sediments. 1. Store chemical drums on an angle so that the top of the drum will shed rainwater. This will prevent contamination of the contents of the drum as well as reduce corrosion of the bottom of the drum. 2. Do not store chemicals, drums and bagged materials directly on the ground. Where possible, cover stockpiled materials. 3. Provide spill containment dikes around chemical and fuel storage tanks. Line with plastic film to prevent soil contamination. SYMBOL P.S.A. 'STORA%-E l%GvE_Q xxx p','2 2 4. Wash up waters from water -based paints may go into a sanitary sewer. 5. Dispose of oil -based paints,solvents, thinner, and mineral spirits through a licensed waste management firm. 6. Follow the recommendations of the manufacturer to dispose of construction chemicals such as curing compounds, form releases, etc. 7. Try to keep chemical products in their original container, and keep them well labeled. Use proper devices to transfer chemicals from one container to another. 8. Follow manufacturer instructions regarding uses, protective equipment, I - ventilation, flammability, and mixing of chemicals. DESIGN AND SIZING CRITERIA: The contractor should contact the local Fire Marshall to review the site materials,. chemicals and proposed storage area to determine specific requirements. See Flammable and Combustible Liquid Code, NFPA30. MAINTENANCE REQUIREMENTS: As specified by the local Fire Department, revisions may be necessary to the Protected Chemical and Materials Storage Area Plan during the course of construction based upon materials to be stored on site. If a spill occurs which equals or exceeds the reportable quantity (RQ) for a 24- hour period as defined by the EPA in 40 CFR Part 110, 40 CFR Part 117, and 40 CFR Part 302, then: • Report spill to the National Response Center, 1-800-424-8802, within 24 hours. • Revise SWPPP to show corrective actions. • Notify local EPA Region IX office within 14 days. Reference (14,23) APPENDIX D RECORDKEEPING FORMS STORK` UVA TER POLLUTION FREVEHTION PLA 9 SMP / STASILIZATION INSPECT10H AND MAINTENIANCE REPORT INSPECTOR / TITLE: DATE: INSPECTOR QUALIFICATIONS: CURRENT WEATHER CONDITIONS: WEATHER CONDITIONS SINCE LAST INSPECTION: PRECIPITATION SINCE LAST INSPECTION? Y OR N AMOUNT: NOTE THE LOCATION OF DISCHARGE OF SEDIMENT OR OTHER POLLUTANT FROM PROJECT SITE: LIST BMPS / STABILIZATION THAT NEED TO BE MAINTAINED: LIST BMPS / STABILIZATION THAT FAILED TO OPERATE/INADEQUATE: LIST ADDITIONAL BMPS / STABILIZATION REQUIRED/CORRECTIVE ACTIONS: LIST NON-STORMWATER DISCHARGES FROM SITE SINCE LAST INSPECTION: DESCRIBE THE CONDITION OF MATERIAL STORAGE AREA: HAZARDOUS MATERIALS STORED ONSITE?: Y OR N IF YES, ARE THEY PROPERLY STORED / CONTAINED?: Y OR N IS THERE EVIDENCE OF POLLUTANT DISCHARGE OR SPILL ONSITE?. Y OR N INSPECTION FORM SHOULD BE COMPLETED EVERY 7 DAYS AND WITHIN 24 HOURS OF RAINFALL EVENT OF 0.5 INCHES OR MORE. FOLLUT@0�,,9 PREVEH T 90H FLAN SPILL RESPONSE FOR p✓`I RESPONDER. / TITLE: RESPONDER QUALIFICA T IO CURRENT WEATHER CONDITIONS: NOTE THE MATERIAL SPILLED AND APPROXIMATE QUANTITY: DESCRIBE SPILL RESPONSE: DATE/TIME: HAZARDOUS MATERIALS INVOLVED?: Y OR N PROPER FEDERAL, STATE, AND LOCAL AUTHORITIES NOTIFIED?: Y OR N - ADDITIONAL COMMENTS: S tl F,M!P9A T E a FOLLU71W P EVa-1 i'MON FL,AH MAJOR' G1=4Ar � aE G AC � 9V°9 u lt' RECORD ACTIVITY I START I END DATE DATE I COMMENT INITIAL I S u 0 UVAa a EVE P07 L U T 0 0 M ESE EVE, N T 10H PlaAM d,ASILIZU d O6,a of cop:jS T p ,UCylopj SITE ' APPENDIX E ADDITIONAL INFORMATION / REFERENCES Additional information may be obtained from the following Internet web sites: Arizona: wvAv.acteg.state.az.us/environ/water/permits/azpoles html EPA: w-ww.epa..�',av/nDdes/stoi-mwatf-r 20 4" WOOD POST OR STEEL FENCE POST STAPLES OR WIRE RiNGS LEGEND FILTER FABRIC STAPLES OR WIRE RINGS \ 2"X2" WIRE FABRIC (4 GAS OR EQUIVALENT BURY BOTTOM OF SILT FENCE IN 8"x12" TRENCH. BACKFILL WITH NATIVE SOIL SECTION 2"x4" WOOD POST OR / STEEL FENCE POST A FILTER FABRIC FENCE IIWARMWAyffi i SILT FENCE -DETAIL A CONSTRUCTION LIMITS SEDIMENT WATTLES CHECK DAM -DETAIL C INLET PROTECTION ELEVATION 1. WIRE FABRIC (4 BURY BOTTOM OF SILT FENC IN 8%12" TRENCH. BACKFILL WITH NATIVE SOIL OVERALL PROJECT AREA .92 cc DISTURBED AREA .92 cc NOTES 1. ALL MATERIAL STORAGE FOR THIS PROJECT IS TO BE LOCATED ONSITE. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING THE MATERIAL STORAGE AREA(S), WASTE STORAGE AREA(S), EQUIPMENT STORAGE AREA(S), AND CONCRETE WASH OUT AREA(S) ON THE STORMWATER POLLUTION PREVENTION PLAN. THE CONTRATOR SHALL BE RESPONSIBLE FOR ENSURING THAT THESE AREAS COMPLY WITH THE ARIZONA CONSTRUCTION GENERAL PERMIT, CONTAINED IN APPENDIX A OF THE STORMWATER POLLUTION PREVENTION PLAN FOR THIS SITE. OFFSITE MATERIAL STORAGE AREA(S), WASTE STORAGE AREA(S), EQUIPMENT STORAGE AREA(S), BORROW AREA(S), AND CONCRETE WASH OUT AREA(S), PROVIDED SOLELY FOR USE BY THIS PROJECT, WILL REQUIRE APPROPRIATE STORMWATER AND EROSION CONTROL MEASURES TO BE IN COMPLIANCE WITH THE ARIZONA CONSTRUCTION GENERAL PERMIT. 2. THE ENTIRE SITE WILL BE DISTURBED IN THE COURSE OF CONSTRUCTION OF THIS PROJECT. J. IN AREAS WHERE CONSTRUCTION HAS TEMPORARILY OR PERMANENTLY CEASED FOR A PERIOD OF 14 DAYS, TEMPORARY OR PERMANENT STABILIZATION MEASURES MUST BE INSTITUTED. REFER TO STORMWATER POLLUTION PREVENTION PLAN, SECTION Vll AND SUPPORTING APPENDICIES FOR MORE INFORMATION. 4. REMOVE SEDIMENT FROM ONSITE STORMWATER POLLUTION CONTROLS WHEN ACCUMULATED SEDIMENT DECREASES STORMWATER POLLUTION CONTROL CAPACITY BY 50 PERCENT, MAXIMUM. 5. REPORT OIL OR HAZARDOUS MATERIALS RELEASES IN EXCESS OF REPORTABLE QUANTITIES, OR THAT MAY ENDANGER HUMAN HEALTH OR THE ENVIRONMENT, WITHIN 24 HOURS TO ADEQ, (602) 771-4466 PHONE (602) 771-4505 FAX. INSPECTION FORMS AND SPILL REPORT FORMS CAN BE FOUND IN APPENDIX D OF THE STORMWATER POLLUTION PREVENTION PLAN. PLAN =NT COARSE AGGREGATE 1 " TO 3" SECTION HARD SURFACE PUBLIC ROAD 30' N REVISION: I DATE: Y Z J O 0LjL N LL a D w= z QLJJ o 00. a is x 0000 o W~ �� i� °0 00 co xa N� N M _ Q � W Uw A z U ~ M CV 00 VW i � O kn z� 11 6" (MIN) THICK ON FILTER FABRIC SEAL: 50' i i I i STABILIZED CONSTRUCTION ENTRANCE 2 REBAR STAKES, STEEL FENCE POSTS, OR 2"x2" STAKES, 1.5' TO 2' IN THE GROUND 1 1 ^1 � , \� u H EMBEDED SEDIMENT WATTLES 3" C CHECK DAM SCALE: 1 " =20' PROJECT NO.: 22006 DATE: OCTOBER 2005 FILE: DESIGN: RLB CHECKED: RLB DRAWN: BJK SHEET NAME: STORMWATER POLLUTION PREVENTION PLAN SHEET NUMBER: w.r wro�µ r. •t E 1=0R 1� UIR M i�C B� 40' O PEN 1=�NCE Y w h s£ y1 £ f o� �41 s �Q ~M• # s (Dff / 20' LSTILI f £ f ' i"1ULtITFl ' T 5uI 11 4 'P 15/1.8 INr.x f 1 ; �t `�'S� s's ; iS S � s• `' Al M 4,P 13/1 f f i r , r s f ,f ~f �{fir= � t•'� ,� �L —. 1" IIEANDEfRING 1 ANDSGIAPED '?,$,'WA ...E �.. �bx f `—OD C/^) _I vI CD Cr O � O NLU C� CD L W N v O C O� O =M 0'. c Key notes 34 Site drainage outlet: 6'—wide curb opening, x1 Existing 15' utility easement per 10 New pavement, 2"AC on 4"AB, typ. 6'—wide rip —rap spillway, 6'x5' rip —rap splash pad Maps & Plats Book 13 Page 18 35 Site drainage outlets: 4'—wide curb opening, x2 Existing 20' utility easement per 11 6" concrete curb, typ. 4'—wide rip —rap spillway, 5'x5' rip —rap splash pad Maps & Plats Book 13 Page 18 12 Concrete sidewalk 36 Retention basin spillways, see detail Sheet 1. x3 Existing 5' overhead utility easement 13 6"02" concrete header. Transition to 37 5'—wide curb opening w/5'x25' rip —rap apron per Maps & Plats Book 13 Page 18 6" curb at right—of—way line. 38 6--diameter PVC low —flow outlet pipe x11 Existing 8" sanitary sewer S-125 14 Pavement widening per separate plans 21 5'—wide planters, typ. 22 3'—wide parking bumper overhang 23 Tree planters, typ (see also Landscape Plan) 24 Stripe "no parking" 27 Loading space 28 Bicycle rack, 3 spaces each 31 Retention basin # 1, see schedule Sheet 1. 32 Retention basin # 2, see schedule Sheet 1. 41 Proposed monument sign (by separate permit) 42 Dumpster pad enclosure per architect's plans, structure height not to exceed 6'0" 43 Reserved 44 Landscape swale, see Detail "C" on Sheet 1 45 Landscape swale, see Detail 'E' on Sheet 1. 46 Proposed 4" HCS, invert el. 2546.5f 47 1' Access Control Easement (ACE) Dkt._U T5Q_, Pge.,31$$_ 48 Proposed fire hydrants, 1500 GPM/2hr duration. x12 Ewsting manhole #8662-01, invert el. 2550.0± x13 Existing manhole #8662-02, invert el. 2552.7t 14 Existing manhole #8662-03, invert el. 2558.4f x15 Existing 8" sanitary sewer SDG-5 xt6 Existing manhole #7001-01, invert el. 2542.5t x17 Existing 8" sanitary sewer SDP-4 Retaining wall height varies 1.5'-4.0' 21 �m 0 Retaining wall height varies 1.5'-4.0' 10 O O _ II 25' Bufferyard o O 7—� — Ic III 44 II�o / IV) N II / I %QQ / I % 00 I I O o Z ` 1 .� Qa� I b I` �a ; aI I, �<) 11 :::P u <3 ' <q 1150 V 12! I I o, I I I I I I I I I I 20'--I x2 I n Y Aq�� QO 4,L `FUNDED Ay i `DO NOT REMOVE THIS ORDER TOWN OF ORO VALLEY 11000 N. La Canada Drive Oro Valley, AZ 85737 (520) 229-4800 STOP WORK ORDER DESCRIPTION OF AFFECTED PROPERTY: Suffolk Hills - Lot 1-13 Parcel #225-51-0200 THIS IS A NOTICE OF VIOLATION. OWNER/CONTRACTOR IS HEREBY GIVEN NOTICE THAT HE/SHE IS TO IMMEDIATELY STOP ALL WORK UNTIL APPROVAL HAS BEEN GIVEN BY AN AUTHORIZED REPRESENTATIVE OF ORO VALLEY. THIS VIOLATION NOTICE HAS BEEN GIVEN FOR THE FOLLOWING REASON (S): Gradinq done without Town of Oro Valley approval or submittal of a grading permit. FAILURE TO COMPLY WITH THE STOP WORK ORDER MAY RESULT IN CIVIL AND/OR CRIMINAL PENALTIES. REMOVAL OF THIS NOTICE MAY BE SUBJECT TO FINES September 9, 2005 �P. PLANNING AND ZONING ADMINISTRATOR DATE TOWN OF ORO VALLEY PLEASE CONTACT THE PLANNING AND ZONING DEPARTMENT IMMED/ATELYAT 229-48001 I-ot Information Window Ike , I + Page 1 of 1 $tJFFCKK Pt Lot Information Request Results Parcel Number:225510200 For more detailed information regarding_this parcel, please click here. Street Address: 7636 N ORACLE RD OV Current Mailing Address: WALTER JAN TR 80% & WONG JANE TR 10% ET AL 5437 E 3RD TUCSON AZ 857110000 Legal Information: OV SUFFOLK HILLS LOT 1-13 (11475/1720 & 1717) Subdivion Plat Book and Page:: 13018 View Subdivion Plat from Pima County Flood Plain Information: Lot Not in Flood Plain Disclaimer: This Information should be verified by the Oro Valley Zoning Department The Town of Oro Valley expressivly disclaims responsiblity for damages or liability that may arise from the use of this map. Oro Valley Zoning Code:R-S Zoning Code Explanation: Conditions: No Conditions found on this Lot General Plan Designation: Descrptions for General Plan Designations are currently unavailable. Please refer to the General plan web site. This location is located in the Amphitheater Public School District. For more information on which schools are available in the area, please visit the Amphitheatre School District Website. J�yIEY,�� o�° _ f°� The map/data on the Oro Valley Mapping site is not meant to be used as an official or legal interpretation of Oro Valley features and +_ no expressed or implied warranty is made regarding their accuracy. While every effort has been made to ensure the accuracy, correctness and timeliness of these materials, Oro Valley assumes no responsibility for errors or omissions. For more information regading the information displayed on your screen, please contact the Planning & Zoning Department at (520) 229-4800 or visit us at 11000 N La Canada Drive, Oro Valley Arizona 85737. "�9Jt41�p http://gis/aspsites/planner/psearch2.asp?PARCEL=225510200 09/09/2005 _-i+�c.+.> .-ff�s 11 'ft.... — cr + '�'' •- _ _ V¢5 � i j i - i i j `� �i aIt'[.4 X. pi l -- } 1 �ar-'"�- ._:fit.- .-xi`,�•`jj I��ia `� ' i d..-. :.. F�:�IW .� •� +� �^� 3• 78itu—•-''--•i-Ij� tJJ."�1 Slt� � A �' _ SiCS[y OC ^c` �„+r` l- _ (°' ""[Z3- - g y IDrI �.`' va z, y IOIt } h At qy $ t • �t `�� .. i .ice. � , f t '� ( 1 l.Fi �' 4 .,• -�. 1 i 6uMfig h •.t - - '�u1dm9 N4. 2 atv"4$!?4.- 111M it i}F ay 01. Al Cr k ,tom Vi Mr=4jy-411—..:.._. ,. _�dl a'rs..sr,�y .,.:_.—de S/we_(�',• .-_—.-.'— - — — ----�— M1�'� • k rar$IWE law +ram �il'Iis_{ilS .22 (•'ilai l {��tiiis,rrhr �iG`tx ,� j I Ors —site Pav%ng f tmd[N Pion w 040010 ' SUffolk office Complex Y4�X fia lid "MI" ±K i„ 7L9i D.P. BK 25 PG 52 SHT 3 OF i PIl7iz_W4 S#W S QF 3 . Z ►Uff=_ unye_..,.Public Street SIA&P N89-4913WE 185.9 ' 200041 N89°48' 3�E' r+_� 1"-2 0 This Project See Sheets - 2 & 3I I I i n I I i I I F) • I- v F1 I I I U ILU �.( i,R a CV - ........ '� Building No. 1 GuIlding No. 2 v C21 N8T51' "E 43 88' i KSW44'4f � 199 96' 1 f 255 j�+ _ 5f r Loading spaces required 1 per 10000-29999 sf 1 space Loading spaces provided 1 space Building No. 2 Professional & semi -professional offices, 8313 sgft, 20 employees Employees 1 per 2 employees 20 f 2=> 10 Visitors/users 1 per 300 sgft GFA 8313 308=> 28 HC requirement I + 1 /50 spaces included 2) Total parking spaces required 38 spaces Total car parking provided 48 spaces Bicycle parking required 1 per 15 car spaces 3 spaces Bicycle parking provided 3 spaces Loading spaces required 0 per less than 10000 sf 0 space Loading spaces provided Q space LEASE SALE $22 SF NNN $165 to $170 sf Includes $30 SF "Shell" (Plus Interior Improvement Improvements) Allowance Exclusively Represented By Richard M. Kleiner, SIOR, and Thomas S. Knox (520) 748-7100 Office (520) 546-2799 Fax rkleiner@picor.com / tknoxapicor.com Log onto www.picor.com for PICOR ADVANTAGE PICOR'S online database of all commercial properties represented 1100 North Wilmot Road • Suite 200 • Tucson, Arizona 85712-5198 • (520) 748-7100 • (520) 546-2799 FAX Information contained herein has been obtained from the owner of the property or from other sources that we deem reliable. We have no reason to doubt its accuracy, but we do not guarantee it. PICOR -Real Estate- Page 1 of 1 A.G. Edwards Plaza Property Description 0 Email Qq Print Offering Summary Property Type: Medical Office Address: 7636 North Oracle Rd. Tucson, AZ 85704 Street Suffolk Intersection: Size: 2,500 - 8,300 Sgft Lease Rate: $22.00 Per Sgft/Yearly Terms: NNN Brochure: Click here to download or view brochure Outstanding Northwest Visibility and Access. New build to sale or lease development next to new location of AG Edwards. Designed to user specs. $165 to $170 SgFt + improvements or $22sf NNN. 8,300 SgFt building, available for immediate development (divisible depending upon specifications). Contact Information Rick Weiner Phone: 520.546.2745 Tom Knox Phone: 520.546.2701 1100 N. Wilmot, Suite 200 Tucson, AZ 85712 Phone: (520) 748-7100 Fax: (520) 546-2799 Copyright © 2002, PICOR Commercial Real Estate Services All Rights Reserved info@picor.com Close Window http://www.picor.com/search/index.cfin?action=detail&listingID=291 09/09/2005 General Notes Permitting Notes I Th. .ar aampn0 Ihd W xrr. Ow dx 4-4 . u.wpahlan I EnAM xanq w TR(C) (Ord- 1999-51) Oemrliv W.. Ie--t OapkL _ 2 2 Raw ar.. d IhW d Wb t I. C17 xr.4 .ttc1. ar 4 pi ittN n mtlmc• .M ChaZ 10.J1 al b• P'vna Gunb Zuwq eoa• ' 3 A.rrp Tx Paaa 14•4 an 225-5"M. 0190 ar 02W ♦ Mmrry J .mmtan b md pa1rL .ufficwnt an Nt• pai\ir�9 4d.W. s 1 M.Mbn, rriadM San, a1c. d a.. ®tm9 ublR�e. or/d Lp,b' 9° 1. a. an.aP,°•a a at �.o ♦ Tli• V Hal . nLj.al 10 aoonl d 9uw•npn n.an •rabm. l.mG rY..•r u9-9e-12. °n A°9.d 1a. w99. mpm�m� opLw y .0 ap..• b IM PAhc. i.nA.r °PPrww TM leb.Yq wne'N•r drM tlr Ir�onw d lwildvq Mral•• , e Tha pv�••E nunb. d ...tlxlr N.Wn am. k (°) ud.�.r M a naaLlr 1• pw-i eti wn-Ma••wwd ba dmr. ld t-A d.l6q Nct 12 N Ld I -a: eu9a\q Ibl w ru ((ee)) 9uM•q Mpntr an YMd b U lad w 1 (o) N mnn .d. er xal. d sa+a.q. (••b•• • i1ol . , 7 MY .ad..dr duwgr 1b 1. pd< rnAary rx,ax Mbm w•x.e b - paxp•l .al vllndny d YM tl... /M .\ar tlr M,b"9). nlemq .dk, atl ama,ory •incbro 1al F C mM tlr npidew 10uadd Wad. Onf (P.r nnl OrMnrt• N4f901-991-11Q x am.rr). an a•Lb irvm IM bM Wrca a^�ne^ry. aW N wIM1M• n Ida 1al !L \I.nd n Mn 1. Mud MU,q. Cau• •h.e "' • ^ 2• a 0,-w •a•b7 r.•r. 1L a Pn.at1 ak N M aarVuab0. M xc.•a • pnt-ranall v..w a 60 Me•nL uM H .vupm.e •hd M wwrd and Pantr b nLca wdLb. > .. • i ap.dr ar manb.re on . pri..l. e•d m. Iaaar .r narod ncaan,re•e bym• daraa a eemMR. b r aia\q p•L9a .a.Nn x.r . r\paI � (e) R. a dwe r auo.r nnl 9"P•er d �i• me...•�n iR'I p yp ❑Iqi Ili lu. a:b' II mdnR P, i Dgv9nwA d 11,. pm. d wYMld d 0\•^\b9 > \dd+9 Pb^4 (•) Me n5n Pnrun r6wn rary •aP.r L4'b dd M s L p.melr N sRr.d Ig1L•9 •M h M nlrwb. In pr°fM 19h5r'9 M b •axe 12 itlra N i 1l9 15 77 OSane Rader OA ¢ 3 lhs p.j. wbl.at b S- . Parking and loading space data e Pnar b Iha ngwd I E•d bpraim, . MW w1:Afny aampwcn n emlamarc..M tRI _ , der 1-, a II TM d ,vr Cakuklkr 11•p,M.m•nb n9d•M pxl...•.N AnMrr x ea1dlM n•sl W uie,ndW b 11 dlxbprrwnl dmrxL TM arbl.11k. nvt nduM ba nrx. I sulldillg No. 1 d.or\ n Slal•� bb o.lq��• • nix a .•T•a•Pi Pmld•nd • •1nd"Vab.aana dt I IOM xrL 21 •^M•Y••• 7 Pr1iM canrxdw P••^•t •xnl M .•a.r /mm P,n. Ea,nb sR10 ISM nnPyM. 1 0•r Srq4/r. x1/x-> 12 N.•b.a1r Ymepwr.d DxutmM heron b"a S d .1 .art an 114\M Nabs/ra 1 pr ]OO p11 0EA 11003/lW-> J) NIL' 1 1 / 50 OnL4dr 2) O'�• PM•d npiwnwd Var. a bb� w1AaA IM � Iraor _ T•Id 19 .Pm• .- or�0o°,E S.q.rMv. 9p a p25W3 P9•.IOei a Tdd v P.bq Pxaed 50 •P.x. i S.nVb .°br dib ad er 9Oe rdclM Id°•• +wl M i y. _ I pp IS c.r Ap.c•. iar .aN W.Lnq, Mruq°iWlaar ._________ P.IbI P1ae.d 3 •Pa- 1 1paa. Ae 19'lS lee. - suddillg No. 2 ata?au i m» Prvfwond A. wni-pof.xiw.a df U13 xn. 2. .n0q.•1 i This Pro Ect - 5 1 P. 2 lnsbr••+ 20/2-> 10 i•OL.rnwA 1 1/A xyrcxA aJll/ > 2. c .' 3 � 1 A n ��3GEE 1'-60' 0 e0 n CONTOUR •" INTERVAL V !1111101K NILIS I!I L'CK 9 ' Zoning iR (C�(Co9-98-42) . Vacpnt - lTninpraad land ex 7 y. '•rL \ t . AT..T 91rx e t_-_ II Wn _Pbk-ffiW 13-jiiL__�_- _--' ,era P-" y .lvarr Se x•r• ; • i` a I Ii41 1 ui 1 d - Tdd c.r puaMp W.adr b •paa•1 _ 9•.1'd. p41d^9 P.nd.d I M 13 .err •P•x• 3 •p.ar I ewq Ir 1 eILLAe N4 2 = J .paer la.fnq -I ro!" 0 W Yx 1m 10000 r 00 .px• 110I ' s+^•••� Location Mog N aE SE< 112 L. LI3 O Ll..B LII- • PW fA ANIPN a:Wc r-I .ac Legend • Erkq .•wt n•M.M4 r •vlr s ✓ E." I- 1d . may_ U".a. nd. L rr •--G- U.. P PWa -SSA- Taa•9 1sLv9 rxr L �ti -O[--J!L E-4 -I aa4Y aflr L P" Qi Numa r PaW A,•e. P-M r. Mad (ax: bee.0 ..N E.r.d ..1a .I•.•Ir. T9F, 1pl lx r w M r Ib9. nn1 dpa• x, 1M MbWq .m•1•d 1 er P.palttba d W P_ y sN a I4 S 'I. ,a�"wpq YM. a.aL i e ia.•at t.adn9 iae.. Prxr.d .px! I .�, xwx• c xNw wr•1• c IrN` _ Owner / Developer jiA PI. 1 1:•1•,t•r• rt: ': n. p(. q... 9ra mArbai. am LI'I •, r. 01.1•, M.l' :i: •1 1..Ienl 1.�n11 blot IAA • • • • . •• •...I„li:l 1/.. � . • � A>W Nang• Tn,rr d IM ivM2 Tn.l Co 9-98-42 Wong - Oracle Road Rezoning - Overview Map x3. a r.e ..e. e. rn. Ip•�rrY a n» W Twl uL _ ear uneA 1I, mn, Am•ndnr adr A.w 19e2 aM Rx1.lr r d .hM S. 199s. xa�ab�am u�daer 90N 1"lo A and W un Amm�a hMr lm9°k"�j M1r x 0=11➢. b m Indnld•d 1 NO M•r.•L x b lOt nx>dr n Baer\ /s Mdlr I2Ia9A Appb "" Detention/retention basin schedule Basis of Bearings 1::WrL` j -W. .9R.l W. RA d9. 010d drdWA NJ•M10`0 13 d wp. Ldd Paxo . T.L 520/31a-1233 1 OAST -It 250 R 6.on «-R 2.23 R 4.1.1. I.V I B-5, M°M 69 dqr. ♦a _t. N ..cantl. Fd .( didM OrM ROa �' 2 0.019 ap-R 12D R OA14 m-R 1.00 R 21 d. Development Plan I-13'-- - tn. n1 ro-ra9 Basis of Elevation 0 North side swale N1s 1150-dr T-tr US S 1929 Rao V Orade r (Suffolk an hIW Idre CONC. N'11EEL STOPS (09 MR9 N111r 3' MAIKA UM*") Offlce Complex Br1 ® r:.e•.e a TtP A dlrkpnud d W. 1-A err 1-0 �~ ---PW r-WOE MIRE Mem TV. aM 1^rlb^ d 9xA W023' t 21s' I3J' 13' d SWIW HdW (Yx. t Pbb Boat t3 Po91 te) i I So, r 3• BtAAPEA 21. N a. Nar1.•d ouarlp d SMwn 30. arTAlllll9 PAIL T1p. 12 S, A94 IP4i4r °a SA Crab. SAk STAROARO PAIMND IRM e.Tv�r O e� ICIEK �, iVCPre .P,.. V CW I p SPACES 9'.20' °' PIC RJ/ L.rn T G AZ 8571 '°"� �a•�___ N: meDL u12 x sadd. rpxr N ssne /sm/32e-.MO 26. M J, - zx IMl AOID IWEW 2 Ir-WIDC RC SPACES R_W Sx1.nLr I5. 2002 • W. Iln1 a1 h-•ap ARE AD.NCFNr M VCR OTHER. 1HE Rx+.d IlpxnWr I3, 2002 MW1 b Td°A q OS9-6 T-IS T 1'-WIDE 110-PNNND 511RPED ME4 Wn N pPN.pt •111® x AWr labk _ _ 1 e-YOE ,q-PNiKNa NWA Rah. Cd1-96-♦2 Ca20-99-31 0 Retention basin cross section b,: ©East parking retaining wall & swale IRS © Visitor parking dimensions, typ. urs by Fn s•mr rnu-an SHEET I or 3 g i - as to an undivided �10% interact, as to Lot 2--A. Appraoed by the Subdivision and Development Review CornmAtee; Address block for use by Pima County Addressing Section Walter Hoge Rio Equity Group, L,L,.C. 326 S. Wilmot # A-100 Tucson AZ 85711 Tel. 520/318-4233 Development Plan Aft Qracle - Suffolk Office Complex A development of Lots 1—A and 1-0 and portion of block 'S' of Suffolk Mills (daps & Ploty Book 13 Page 18) in the Northwest quarter of Section 36, Twp. 12 S., Rge. 13 E., GA SABA M.1 Perna County' Arizona CH1 ISTOPHER BR ZEK 1212 N. Sawtelle Tucson AZ 85716 C8 File 20206.P Revised Revised AICPPE 0r520/326-3502 June 28, 2002 Soptember 11, 2002 November 15, 2002 Ref; Co9-98-42 Co20-99-54 P1202-073 SHEET 1 OF 3 I 14 CU 0 a General Notes t she meter compamir that will MM this devoloprnent is Metropoliton Domestic Water Impravernarrot District, ? Gres area of this de3velcprnent is 6.47 ores. 3 Assessor Tax A cel No& ore 225-5t-MBA, OM and 02OU h This 0evelapment Plan, when approved, -onll serve as the Type 2 C;rading Parrilk for this project. 5 Any relocation, madificationr etc., of tta ex song utilities and/or public improvements required by this development will be at no expense to the Public. 5 The proposed number of wastewater fixture units is: Lot 1-•A BuildiN No.1 42 FU Let 1-0: Ouloing No.2 40 FU T Any wastewater drschargcd into the public sanitary seKarage system shall meet tips requirements of the Industrial Waste Ordinance (Pima Count &dinonae No.1991. 140, as ame4x d). 8 On -site saeutary sewers wdl be private ofo wo tee constrwted, operated oriel rnaljr#vined on a p6vote basis- The locotion and method of cc« ct.+on to on existing biic sanitary sower is subject to review and approval by five Pima t<*unty Wootcwatc; manogerrsoot ilepurtmcnt ut the time of i pvbmittw of plumbing rir building plains, Permitting dotes 1 Existing ron}ng is. TR(C) (Ordinanloe 1999-81) 2 The use of tins project is profeanonal ,and semi -protesstonal offices and is permitted;v.rmitted in acoordonce with Chople 18.31 of the Pima County Zoning c*de 3 Ames and apace* designated for required parking shall not be convortod to other uses unless it can be &monstrated that 5016;ient on site parking exists. 4 This project is subpect to Board of Supenxsars rezonnng rlitiprrs fend in case number Cog-98- 42, approved an Augus.t 16, , 19". The fallowing conditions affect the issuance of buil ng permits - (a) Uses sfrcll be restricted to professional and semi-professional offices. �b) 3uildmg ?wtghts are kmlked to 24 Feet and two stems. c All exterior walls and roofs of buildings (unless a roof is screened by a parapet wall extending of frost three feet above the building), retaining walls, and acemory structures that are visible from the lard parcel boundary, shad ire earthtr ne in color tit xwll blersd in with the rxiturol setUng, 0-0100 'Smell root exceed o light-retlectwe value of 60 petcr.At, Mechonicol equipment ij1KAI at scrcanei and painted to rcdu:c viisibAity, as recommended by the standards (J) No mall 0,01 bt abed that impedes wildlifo movement thrmr4h nuturc=l open space to and from off -cite locations (e) No high Pre "ure sodium or mercury vapor lights shall be 4aefmlttev All extornal lightfag shalF be lave intensity, lair probla kgMing not, to exceed 42 inches 5 Ttras project is sub.e{ct to Section 1877040, Seek Routes. Prior to the request for Final Ins Lion, a letter edifying 6 Parking and loading space data completion in c formanee with the GiVr4ved l nl�r *soled bp' U Type of use C culotions Requirements registered profess nal engineer or architect must be sub ttead to _ U"- development review division, !he certification must include BUIldIf1Cj No, written .7nhrrhakic�ra from Arizona Department of `iranspartatson that, Ali wnrk in Marta• r fbW is r^j-J 4c noun rhna !,awn n rnnfM Development & Construction, Inc. September 27, 2005 Community Development Department Town of Oro Valley 11,000 North La Canada Drive Oro Valley, AZ 85737 RE: Landscape Bond Estimate Oracle - Suffolk, Phase II Rio Wong Venture, LLC Dear Dee Widero, The following is an estimate for the Landscape Bond for Oracle - Suffolk, Phase II: Plants Size — yt Price Total 1. Foothills Palo Verde (Cercidium Microphyllum) 15 gallon 29 $35.00 $ 1,015.00 2. Hybrid Mesquite (Prosopsis alba "Cochise") 15 gallon 12 $35.00 $ 420.00 3. Acacia constrica - WhiteThorn 15 gallon 3 $34.00 $ 102.00 4. Dodonaea Viscose - Hopseed bush 5 gallon 39 $ 8.25 $ 321.75 5. Baileya Multiradiata - Desert Marigold 1 gallon 43 $ 4.50 $ 193.50 6. '/a" Minus Decomposed Granite - 360 tons x $25.00/ton $9,000.00 SUB TOTAL $11,052.25 7. 20% Contingency $ 2,210.45 TOTAL Landscape Bond $12,262.70 Please review this estimate and let us know if there are any changes that we need to make. Thank you. Sincerely, Walter Hoge President Riodocs/tnisc 1trs&rnemos/ltr to Oro Valley Re Oracle Suffolk Landscape 050927 VZ- li�d S 4556 E. Camp Lowell Drive Tucson, Arizona 85712 Phone 520-318-4233 Fax 520-318-4230 General Notes Permitting Notes I oTM.nik we 9ap..°www• s h Y d_.Yp..enl Y md.*.r- I eb19q .aiq i. T9(C) (0'w 199°-°I} 1 ow - d ed. dwdaplwd 1. L47 .va 3 TM P d tlb pal.d 1, pd..vd wd r,d-pnl W ewadaw .M CMw1_ la]1 d Yw ] Aw.v iw Pa9d 11.a an 117-51-01&% 0190 N 070E' laaq a10.F • Tli o..da.awd Pbn..Ae1 alp...!• N .ew w W T7A S ] h.w ar www awgar a npaN wdF9 rs1 wl M 9 w M dW-W% d Q.A CnN14 P.ndl ti eb pal.d. eNHwe w ✓V pddgl .dd.. S aayy nbmlba .1a•Ilwtla4 .t.. d 9w eb19q 1AR11.. wd/a �(/{��9Y pew { Y wbl.�l b Bovd a Sp,Yv. n¢�Fp m pAd. Yw.wwnwd. 1.prr b ed. d.wrpa.d N M d w _ �JIaM Y. ..paw b tlw Atl6 raw n�nE_ fM-9HL wPd an wqul la 1999. Is. I 1M. lala.•q ww9bw Md ew Y.uaw d YadYq °- 9 Tw snw..d �..�a_ d w+•wl_ Mu. Wb Y: I-k (a) � M � b MMPb�d N w,i-yaPlwd W 9ibq 11�1 •2 N lal 1$ dlbq 142 w N (5� 9iaJq Mg1A. mb - ld b 22� ( o t a ( N al.rler wY and rad. d 7 ap .a.Y.d_ +.d,etd 9da IM yAdv eJl>y we.aw .ydaa M.l .w+ ew dew iduWbl �I..b ardYws a .� paP+ .el nlMq N M�'f . nlowq .al., .N aw.wy Cw1 OdYrs 141W1-IW w a.wdd (PSw owt IM bd Ow.d banavf. Mal M avtldww F mtr IMl N 91ed F .lei ew nae+ Ctlw. dw e ar-M..aNar ..ae. N M pY.b sad N M awewW. ..11Ya w101 . wd . 1T10�MMctln whw d W Y.aMariu+ w.IyN�� PddMi.a.n aYa9q, w ap.d.d and m.Ylr.a w . P�Mab bad. TM bmllm snd .wtA.d d 4w b .e wW'q eWo adlrl .war Y wa�.t b ralw and wl.a.d !/ tlw Rw Canq 9wtw.lw Weeenrd (d) ft M dtll b Mft eel i.oadw Mde. na rnwl ogebwd d er tln1. r ..dwNld a P�q . Y+drq Ilew. n.L.a .pn waw b aM Mm ee-M. bmlba (.) M pia• wNan _ .w lld..l,d M N eiM b. u 2 M Iw Yhnlq. Iw pa9. lyi6q M b anal Fdw.. 5 TM1. pa}d 1, .W).d b Swew 1&7744q Snd. each Parking and loading space data °:bF"°.adorn°aw":9`dwpP:"p.°'tlry..w"d°i. TM d w OdNaUar R.Wiwlwm nyfdw.d pawlaM .n14.._ _ artMM mud M wbnNW b Building N0. ) T9 T. dw1951 AamY M:iw. a TaeP..b°uan 9i.1 aanPl.H .nd b Mal wwpbn Prolwivid a-4-pdwdad drew• I = -A 14 e.playP 7 Pn).d awd.wlYn pnnA ne+ b .aa.d I.am PYw Caadr Fnpby.w 1 M 1 1. 7•> li fiA 11005�> J� ]�� 1Y.1w9t_ 9aiaa_iwd O.Pa.l.ned bdan Myi.Bq d aa7 9ar1 w IMa P^}cL nWir-d I �1 � T.td Pa1Yw .poa nga9N w 1pew. ° a.A( eMMppwdwa IM Bead °ypaAgb., lj 1tl� �IUaA U. Told w Pa.da9 padbd 50 9 55oan.gqhh wb Ww aA b.Y 11ld IdlwUn wYw Md b to IM Iadnyy Fry.dw b tlr Ywar� d YdYNp ,d. 1 W IS w .pM ; saa.a PrWbd pb Pan°• la rd1 Ydld.q• nlaFiq .ab .M NMr .9udaw. 9M.w�9 pad.d �P•w. 1 P 105 29999 d t9ad9q .Pas•. paddr I .Pas. Building No. 2 a1 a wr dfi- 0313 m w l"- FP...bad 10 2. Tall PU^9 a9aw nW w N .varw Tool w p.bq paidd Ie .Paaw e4.7a1. 9aM.1 npad 1 pi 15 w .p.a ]war l.adrq waw npi.e 0 P• Yw ew lam0 d 9 sw Idq sawn P^ddd o sw Detention/retention basin schedule eat wL Yp. dF R.l wL Pd. dF 0100 M I O.o97 w-n 1.50 a un w-n 125 n 4.I d, 1 0.019 w-n lm n 9.014 .-It Ira It L d, �y e a 0 ® m 025• / 1 2.15' MY 4]• / 2 Ira ].G 2• r • M awdew den OA Retantion basin cross section ..� odn Rog u QE North side swale en � 'r T"� N_ Id.6 d1 1.0 o>o-r T•IM1 © East parking retaining wall h swale a. Co 9-98-42 Wong - Oracle Road Rezoning.'- Overview Mop Basis of Bearings CedKw d Shcaa odn .. rw.n w IM PK d sNaa 1ek nwd.d Y 9N I) a Ya. l Pbb d Pap le. s. e" Nm w d. N ndwlw 44 .wad. E9d Basis of Elevation U50 1/19 HM COW- 911m WM (OR QAIB I TH ]• lKWO ffllbi 9) r.r.nr T1P �PAM r-9IDE w S'T I'M M ]' euuPu 14• VATM.N9 PML SGIWIeI PAeMINO - PNR 9PA4914M KM M.C. lY1190. >){�� F NeIE: •A11111 1 1J-91C[ N.C. SPACE AI[ Iaemtl TO EY71 snO TE P-9DE MO-PNOOIG W4➢ NrAS le BL C01e.aD elm OME W- _ e•rmE Ro-vNlotic Nrw © Visitor parking dimensions, typ. MTS D.P. BK 25 d.pwM y ew 1.9M1d.1 ti e..Mped Rrw CewaYe nluwlw "7�� NTY -073 FR E LE RD. Aeew PG 52 SHT 1 OF 7 Location Moiz N sie x Tei a. ua haul LY. • PeM �.rT..e01N SnYL 7.1 1a[ Legend • f/Nq .e,q .n.wneb w .dd .. 1-o" Pw-d .s. �- rd.aq -S-r9- rY9�l .viT .wf • .1sYeb -aR F+.9q wdrd . Ola .db a .ew Qi Re1dr r Pe1M .po• • Pn.�d ti Ieand (.Mw Yw9w) .ILId nddwi r1.a. +.,dbw I� Tw al. -1. wR T. + ww. 9e d dq..a+ bleb Tr /isMp .wYbO b ew P.wadiw .1 tlb Plae Ie.,..pldv nwyiS 11e1d wK Fa Owner / Developer M. E.N. laaw LLC, w Admw •1N.d IMRy avipep, b lal 1� dee eaw. Tneb. d ew Ta9y T1M .naad wd_ ew r� r�..ad a 9w ew9 uwl, Iw Ml.d 1bd. 11. Iln. dd.d aww i; 199E ..d Rwbld w d JJuul1/y 7, 1995. w b w e1e,b.d 90S 9d_..l and ■dI► wd Jer eery Ferny 91n.1n1nd. lI1P, Aduw 9nN.d lMel7 •nil.d b w e1d.Wd 1 Mwwl• b t9l 1-1A ]I1 L 1rYnwGlw/q,A lw r K 9S7n " 929rn9-41.11 Development Plan Oracle - Suffolk Office Complex A dadwnad d Isla -.1 ad 1-9 d liAMt Ieb (Yap. a PN.1] lap le) F ew Ma,uwl 11w1d d LUA o. TeUp.li 4 eoo9.• � GA c-,q. *W- 1211 K Sad.b T- AZWIG S70/]I9-]502 CB Il. I01aeP Aw M 1001 R.d.N SWpwew II. 2001 Rad.d Maw..a.r 15. 9991 Rd: 1 -90-42 Ca10-n-M Pl=-err] sm I OF 3 Key notes ®Sb r.in.y..al.t: r-.ie. w ap-O .. S Ediinp ts' -cab' — - Edep zf u! P.-..,1 fx - CAB, t1F f'Wr 14�1 rP�.^I. ra• MV'� M.a. w 1 I 13 PM in � iaYgy t7 M ❑ f -s-M- -.4 0R ®54 la:i-.- rGl-W 4'-MM wrb --tine. © Ed . w —1, --.m-a I 4'--M- ij'+i -.l-p, W S riy-q Wr Poa Id— a 1— eo-E 15 PM 1B ® Edens A . 5% iz OOnv-1--d--a R-Imem sail Qf-1f a--lw 4-aer. TOmrlim b y_.y- ay •PB••S -b9r1 1. O14 r r.e a .t0�1-a�az r.. ®r-i-nrr s� gam17 POP le ©®-Er+Wi.ee 9-B. w.M...+PaP w+ro O/5'.5roa naMrre.e.q M u- aa ©Eruw r rrE .5-12f +P ©RoP--e .--.l-e dP (by•arm- t-.a1 '© E,i." rre.e- /ewz-ei. e a zss5ac ®EddYq bb M•+d I� zl S- W. Mohr• w ® %-*A- P.4 md-a.- W r ABrY- PI., 0E•w7 -rash tauz-ez, elrrl 4z5wjt ®Ede.e .�.z e•e--Id -*w(me was w. dr w. ® r-.w P.Wa s w ...clime .Yuian IWd ..l e- re.e ev B E , - - — jaw-n b—t .A z u ® UYM l M" — _l .� -1 4 '1Wr SEA JN.m ro� ®TOw Mmlr., OP (.- m.s tone.vgn Rm) Riive '© bk*4 IT -rarr --.r 91 f 5 ®E-hlhe b.4 iir- `� -// / 4 sl�v- •- q• trd-c:.P - W . -w D-bi •C m 9" t Cddep .nmhd- I]OBI-01. e.-t d 254z I i' tm9iq -Vaa- ®Endeep- --.k -- Bfd F m Sh 1. t© Ed.ft r -ME rwv SDP-t (\ ® Bk)'W Mtlon -tl.0-Oi5 -ra..- --dl Itov-d C MCS Y.wt r. z5M.5! J Rn I f, .-.dWuh SMm 1. t�� yC.l Ear�wit NED ' - Eru/zn. wwo,. A r ' STATE OF ARIZONA J A.O.O.T. RIGHT OF WAY. j 1-/ Ol;T.5995 PGE.1O62suu r-xa 1 SUFFOLK HILLS MAPS & PLATS BK.13 PG.18 BLOCK 80 20 40 EE " tt Zoning TR Q (Co9-98-42) Vacant land N coiil�aln e41t7NAE 1 R I r'^p6e� d. i 1 r Iw �s �(1� 1 � 1 -{ — u _ ——�- u ' a zS�iW - 11P ra ur _ aefwJrE te5.er——]0001• NeewJSF Ira 1/Y 4 JrJ_ ______________ �_ ____ __ �All '13 zm]i 41 �� 2r in.a — 1�II9 N tl O5 x2 I ' 1 I O �� • JS Ii 10 1� �; I 1 —byN.—.a,.�: Ianz.W+IB Y 1 tl O 11 I 'Iz O I z lz tl ® OS In I zl ' I I•I N£ m 11 • O _ _ _ _ _ - III 1 m a ill 4� TO VIVO r 'S•'+�s5s �d�t1= r I I • ,�`k .('✓ L�l • '•1 r•,;,�: I I -` �ti 10Aze F t_La.' tz e•l:w .a I j oLLa�" c L-IM C e' 11 am; : ���s�' -. .�� � y e�. I � a ..r r'SJx .•s�.4+R4 -'s I i� I Iis�ri 1 O lz }fit? {�Butldui9 -Now ti °!,� I v4 a Bt�YdI No 2��i?' 1 441. 7X51005 630 p .�.!- 11U-al � � 1 . x z ��� . � .p 5.E .� �t,� � t; � t 11'S I I FF -a' t�� . �i .. ;��a fir. •�` 'r 11 'Q r 1 -P a 7 MP51'KE 2410r r� 1/f dr NefN'1TE Ie➢.fr - �rl 5/IE Omr j . ra -aw rr a �p b•.rr..l�...r) BLOCK 1 1 HALLMARKS & P PLAZX BLOCK 2 Development Plan Vacanl land MAPS 8 PLATS BK-32 PG.51 ; y Vacant land Oracle- �SilfN& Zoning TR Office Comp/ex �. e..:r 4t-rOir ly xeo2 D.P. BK 25 PG 52 SHT 2 OF 7 °"-. SHEET °" Key notes 3 R.an,lm .a.m H.— q . w o.ta •c a m..t ,. p—*. ,3• —y ..I.a.e w - 1g I pwrawa• rAC w CAIL 4P r .mml..'.t, W. RAC" bak 12. w sdrd.a S1r. 1. taw.P.o. a.d., w owd 'C an Sn..t 1. ®SM kwa.a aAl.b c-we. a.0 .o.al'a• 1�5 dAwM a•.a w o.mP 'C an sl..t i. Ilopa !Rob . 13 P.B. to d❑ EdLLp 2C 'NM X ew..w rd..ak 41- P- .Pn.a1. e•.5• AIr+aP ..0— pea HP_ „„ r ,Ies. I.P.n k 23.e.5! ®5b *-.p a UM. V- W. ah °pNiy' two PPa Ia ❑V E-b,B o..1d tuwq .e..l.et M yop. k PW esek I] P, is iIM Q r.,r •a,v.b MaE�. Tlvwllb, m r a.b at APM-al-sop A. C-aid. Ap .pk.y, e'a I" wi h P. ®RA.Aim bail *R o w d.0 SI.A 1. ®EdImM it QP SCALE 1'.2C � Q P.I A wdaip P. *� 0.'w 2©Tna PmMra 44 tw ds lawaap. Pim) 3'- aek © aP.iM ./31d4 Ap-reP apron ®r� Pc w -eaa a.l.l P4. B E-,I I.ka p.a.aeB ® U bM 'b`r wv0. I.Imob r nR.bN a �a=—de RR CUMUR RTFVW 1 pT (`�/ STATF/6F ARIZONA y A.O.O:T. RIGHT OF WAY SUFFOLK. HILLS MAP &PLATS BY PG.iB BLOCK B i OK .599S PGE.'I062 ib7"15ning TR19 (Cog-96-�1 Vd�nnt tand 511 J r — _ _ _ _______ �� ___ k it a . SA ) 25 ' � \ B-7rsd•n• � � to `i � '.c _-� �Jz / >r R.2S.0p 1 _P '~ C 13 I] 1 21•� IF— j-' \ I T.2657 00 a' �Rer3' — % « 11 i - L a IM — 5 e: \111y 1F j j . O i r - � a � �� � 11 £lf 4 �I �,� ,r•`s`4 e � :� m �5�i� 1 n ,, k �'?' r: e �; t � 1 'R I *n'+� i• � +�'' s7p4i i dr �,avy "` fl�� �a#.�" n {+1i t°t „� ."7 yi a ,.�a.aL ra`. '£•"r x . r; ' �.]n,. . =i' .'. � 4-` yat° � st � p a� \ 1 Uj I 73e�y' sg $ $' Buldnq Ilo. 1 6 Buldinp-No. ]a ] - �` - ❑L]]' 7- Y fe. f g��217�7 r r I i Ci. v 1 f� rIJ, ® BLOCK 1 �- _— H I.I.AfARF: `/ _ I; Vacant land -� '.----z' APS 8 P TS K.3'1� \ Vnc Ir� Zonln fir( �\__--_--__,_. D.P. BK 25 PG 52 SHT 3 OF 7 On -site Paving/Grading Plan Oracle - Suffolk Office Complex k.d..a ,Ia..nM 13, zaox Rak E 25_ 42 Co20i9-3/ P1212-073 SLIM 3 OF 3 .r I/ 3g/d'ti!r 1 7 r.Me „+±try rR ' �•�—_�--�w.�,� ..r �.�-+ It:► t /il�l p:r7,`�c�.: ,g-cT:a�ar:- .�f.' � .>;:c15lR ka IN /III sV�t1ME I •� I J e I I'I I I ICYH 1 IC.JIV ..0—yA M.M Y e I r I• I S I •.f.v.r..7 Landscape Plans For SITE j�� OI ) AGLE SUFFOLK OFFICE COMPLEX PROJECT 5UIFFERYARD LOCATION MAP m A POWICN OF NE. W. SECTION B, T.13S,R14E REQUIREMENTS vbbl NOTES Tw eete �meo - an'ewT.u®ti anyeramy' I,uQM ae...r.. d �n. pcp.g r Leos .wr TOTAL LBGTN R!', KIDTN d, AREA rJ7e OOPT. ""CAL MOYIED AMNT OF FLAM PER lee`. 1lONN1 Ei.N aa.dAl.rOA .PprWd m..a Iw . CANOPr TREES,.6l UW 0 ACG81fAA1.OLEM"M «bJct PAr91 iR Pie LF X b 1RTEM M LP . A TI "W=MD, h NCM 1 FESNI OI.ADHGr PW h gbFe d ei. x.d.cAp ..0 lee LP X. eNlb0AM LF . R 6N.E0 R 12MRW, A 6Naw w—A dr Ww d rdl lr...d ON. d.. M dQ= re LF X e ACC@M&W LF . 30 ACCENTS REaDED, 40 GWCUK hw� G d Wd W t--b1 - Nave. MR GR OLM COVER SEE NOR ti PNW�g 4. SOWGATICiY tl. Iwtl.e�..N M�ATIe.� by.� A AV OFJ FBACE KILL ISE PWZWM .y. mw' �.......J.ge.dNp..Ie. .ulw.Ab aa:rwl.. 6I►fOLK DRhE dFFrI.TAIm .1 [el14ERTAlW 4e'1 S• am V OOLny MAMLAIW Tl.lwl 1. W".- VFW v - IFTYTN 7041P, WIDTH SC, AIEA 1p60 SOFT. Obglw d.S br pl.ad a u rol b blwl.. DN. d..vb.d to MImYISn.. ke4ld >0 TMICIAL WCUMD A4 WT OF PLANTS rM WO, nd.. rJd7 M...:xrw n..l.d g.d. d Yr rrdry x le CANLPT IF EEA le SW%M 0 A EL rf.x 7SS lr X le TIEEMOOLt . U 1RPES IEO1lED. !S Vat 6. HAM@LYCE, T!r IEdr.Sp.d Yr. ed ".AS.d. 0 00 480 766 LF X M 6N0l6AMP . u SNSa6 MaMD, 44 6WOM OrYopr •P••� dl M rtl.Ird by Yr 760 LP X e ACCENTOW" . "ACC" REamwD. S7 wak Yr►.uocwa.. •0 740 Pole Gdkvc COVER anNOR Is S. GROED COVM M�ylyd &.ft drO.d .brr. Sul. r . DC A 40 DECORAITK HASGMT suLL YLL [E PRDIIDCD. .eye.. b bdr.yrb ..d d.l..l.M.Aab. b.... =;rL a..�W .M rp r4 dw1 b. = dN r eAdV LColor W ..{�I.d bV I.d. " eWEWA/A 9 MUTMAI® I"• TOTAL I1Nf 1N —. KIDTN m',.NEA 4000 w TiM plw eaNar� b :Ir da...4 II:W '011. A..A,Fb, lNIOII.d Oe...g ei.1�.A1oI...Iwl OTTbw., Orrl. rrMAI. REarR® AI'TOWT OF PLAMO PER W. Rrd.A dIToR DrIK T—M Arb..,• d.l HN 70 Oft . CMNPT TWA 10 S.SSO4 r AOCd1T6R7.QIOM/VKA CO @-%"a MO LF X N TIEEOASO lr . 21 TPM REOgED. 77 WO.N W LP X r 6 44~00 LF . TO 6N UM REaMWD. 74 MCKM W LF x s AOCOUSA06 LP. W AOCIPM IEOeED. m 6WMK FOR QWEO COVER SEE NOR • A 40' O'BI FB= KILL IN rANEW. AfENRT' LAlD6C�1PPYA REO7Rf3EM6 IQT A RT.4 e:mDM AMA VLMD r47r 11 "WARD AIEA. 2%,%S .'Tore . 311M E TNCIJDES WMJTT EABBINT H THE SO!K DOEO NOT ►GLIDE ORACLE ROD AMA OF MPPEWA.D 9J GM" PAWM AREA. 25MI TM RBM LA106CArE REOSRB' M 6:WLD ME IOW OF il! dl. PAF C AMA OR 211 u V. .... ee 1ATW ED MW ANY LANDWAPM 111IMM N ACOMM TO aLPm YARD REONB' wM TOTALLY, 7676N 6OR. OF LANIN CAPM AM PPDY DW KIMN TM I-AAQ4 NEA =C6 D.P. BK 25 PG 52 SHT 5 OF 7 Las—zz> > ate" NOTE: These plans for governmental processing only. Not for construction. O@ER �° 5= A00 IV..w. K blt Can1.W WIV Neg. f jj. d �`�.kr r �� 't{.� eY• \$ J .4 c} ! � N f e 1 R�' t►ii �1 . t►P`" :yw, ��t:..� \ �� !• f � i, �. �v , a - ' f i, .:i a•4 p.� r: s� �,�r+ +; �+ + e x e pt "..���� ^ {c ��t •-:.5 it �.y.4 �\ �. �pr • „" ..++:i F'.•+x �°t�p J•�> •.� }fi� .r ?✓ �ff�j., Y Tai14Ys .7"riP\. - . ►:i'. _ •r>�e !Art". �, " .f + °rL r:�a �► ' l�lg7P i�Rr� nY� rr,,a7a� :. ., r � SZ^., • , 2i5 {C�7Y`3'F� # e� i S t�5i r _ Mf r + U�Z 5 74R 121fJa#P�67:r.. e • .' .J � 1 y9.F dt i+ # A .. _ +++.��k�ii'>f'�t���.3�61F'��i��a�4'#''\�iTip',.�}��i Ti+�a �xt 3•�•3: >v saa id ►.w ra ...n ,Y� ��y�a�a-,,L.�"8v?r °► Ali ip `a r ' .4 & .. ,4} yyj '�'- btjJ� ar•k Y ., \, �'yl,+,r� , yI r �.Y.► '\irY ��'+ ►..1` �'' �`.i.i 5:•'/ :�>' � �`` +Y1F"N � �w�;F� w , � n.,r.. w � n I XJ�l�����a ST�°J'�f"'c'}(M#� I V rq,K✓ i• 4 ` .+, y r �,. NET S.\A FA y !► si 4, W�4ir4 ir" ,yp�[}"� 1 * t ''t�"•'.wh ' 71�7a1 . ► r \ Tl%' i. .it. h.. ` r I► }� y �y /s ,"" .1 tP. R^�..'11 .;q.: . t'Fk i t �.�lbry r►,�r1 Ft `^r r? . N \l '-1-.+�v� t`''�+`�\L\�S'�Ittwj` it i 7 �� ,J ,�, / � {Y�`'�'i ,�f ►► ! 1�� �f�y�f • r , •Lry � i=s,��7''.' 4 ` 'w" :E.Y tyj't►M ;� �6' �� t '.� ��p�. S!t e*+{'k:}'iwaf ►t�iLr Karwkile.M'Y.Ri i ,+ `� 'Z � �." ,.r.►�7:/ t'. CS�, }:r ►y,{1 •. xT ►�\oT�r+. w'. +'Y1'T,.r 4Y ro 1.. +.. � ` a Ye�+y� i J ' BE ,• � � �-, r rtx cr :r I ¢.s '°►! �y � 4 .. x'i►ik � � et 'I#� r�+'der/.'.�frt 4r..1• ?� t � +4 F 1+`\ . aft\'+ 7wn R.. � �p r. 1 r r „CS�1 .►. ,� q t�.�7B�xl� a: �.$) - t\ at�i.'�i• � �,a '+ �_�,iyJ {.�,������I ���ri .,. Ij7t� � •_ 4. 41• n. � � i •: � R" i .u1 t�� # `•y�#r�irR�..ShS\�-�.�1.�"�iz� ii..�7i ��e..�i►eL�!u'/ ' ,i '( ��i Pr J } s+,lA P, o R.1if,YJ «'h'Jr : ✓ F ��i ,,mac S�FJ+=._�� �i� �5q r '•}� 5 1 1la J i . \ S 14' tY �A ' _,,gq..�''-�ik 4 ►• n ,t � St �Y j�l { /'� y�.. l Y i �� ty' •i \��4 � + tk i`t`A� �+ gp,* _pW `_� 3s��gy+�►�'811T�l�rl ?� rr+,ii r. ¢; .ay :.. fit • * . �t y� y ✓t r i , , + a er 1, f "i�`i a.�A Est �� r� �`► y tom,+} ��p +C N4; .R.'1'a.•.kj M�JQa L: ♦!� � . � fF''It ?�'.J,.i`•i +r � .�s��5�: v1sv r «?d,'i v... ... '.','��i�C :� �4� _. .f' PLANT LEeEND. TREE6 QUANTITY QUANTITY REQUIRED TOTAL NAME TRANSPLANTED FOR MITIGATION QUANTITY SIZE Acacia constrictas 2 5 1 (1) 24" 5ox Whi tethorn (b) 15 Gal. Acacia greggiis 2 2 4 (4) 15 GaI. 0 Cercidium microphyllums 11 46 (01 (15) 24" 5ox Foothills Palo Verde (31)15 Gal. Prosopsis alba "Cochise" 0 0 21 (18) 15 GaI. ® Hybrid Mesquite NOTE51'. TR = TRANPLANTED PLANT ALL TREES NOT LABELLED AS 24° BOX ARE 15 GAL, ALL LANDSCAPED AREAS ARE TO 5E SPREAD WITH 2" THICK, 3/4 MINUS DECOMPOSED GRANITE, COLOR TO 5E SELECTED SY LANDSCAPE ARCHITECT 0 20 SC 10 40 Scale V = 120' � 5HRU55 AC;CENT5/FLCUJEfR5/V1NE5 ■ Celtis pallida Desert Hackberry Dodonaea viscose Hopseed 5ush Encelia farinosa 5rittlebush Simmondsia chinensis Jojoba NOTE.- These plans for governmentalc _ sin_ only. Not for construction QUANTITY REQUIRED FOR MITIGATION SIZE QUANTITY NAME 1 5 Gal. 12 ® 5aileya multiradiata Desert Marigold 0 5 Gal. 40 Carnegiea gigantea Saguaro ® 5 Gal. 21 Eerocactus wislereii 5arrel Cactus 0 5 Gal. 22 Eouquieria splenden-v Ocotillo QUANTITY QUANTITY REQUIRED TOTAL TRANSPLANTED FOR MITIGATION QUANTITY SIZE 0 0 SS 1 Gal. (1) Tote (12) Total (2) < S' (5) > 6' (1) Tote? (1) Tote 19 (2) < 2' (10) > 4' 14 (1) > 2' (1) Total (1) Total 2 2' min. if from site, 4' min. if from nursery lo Two working days before you d(g CALL. FOR THE BLUESTAKES 45 211 Blue Stake Center CALL COLLECT Uw Z.-v�- P1202 -013 Cog-9 -42 f1: .MITIGATION CALCULATIONS TO$- Transplants on site of viable plants T.O.5 SUPPLEMENTS: For every TOS additional plants are provided (Ratios vary) MIT PLANTS: vlable abe removed (require mitigation) MIT PLACEMENT8 For every MIT additional plants are provided. Ratos var) PiP CWDITS NET MITIGATION: TO$ Supplements MiT Replacements - PIP Credits SiZE Trees Ratio Ratio 3.1. Acacla constricta 1 7 1 3 5 (4)15 aa 1, () 24Sox Acacla r ll 2 0 2 (2) 5 cial, 0 24 x Cerci ium m cro um 21 45 21 46 (31)15 Zial (15) 24 box s Ratio 1:1. Ratio 2:1. Ce tis vallida I 1 0 0 0 1 a Cacti Carneglea gigantea i total 12 total 0 0 0 12 (12) > 2' from site, >=4' from nursery 2 saguaros W Ratio I:1 = 2 5 saguaros >6' Ratio 2:1 = 10 ocactus wis izenii I Ratio 1:11 0 0 0 7 > of D Su=lents Ratio 1:1. ® uteria s andens i i 2 from site from nurser cw_ Two workiq tvFsr�s�9 � n`eu, 745-2211V104a coum J ow SW1W CW"r NOTE These plans for governmental processing only. Not f nstruction . N 0 120 4 60 240 Sca le 1' = 120' ORACLE ROAD - BUFFIERYARD 01: BUFFERYARD 'B' TOTAL LENGTH 1931, WIDTH 10', AREA 18,125 SOFT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/ViNES. 190 LF X 10 TREE5/100 LF = 19 TREES REQUIRED, 19 SHOWN. 190 LF X 10 5HRU55/1010 LF = 19 SHRUBS REQUIRED, 19 SHOWN. 190 LF X 15 ACCENTS/100 LF = 30 ACCENTS REQUIRED, 40 SHOWN. FOR GROUND COVER SEE NOTE 08 A 40' OPEN FENCE WiLL BE PROVIDED. SUFFOLK DRIVE - %ffERYARD 02 (BUFFERYARD 'B') LENGTH 354 LF, WIDTH 20', AREA 1,080 SOFT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/VINES. 255 LF X 10 TREES/100LF = 26 TREES REQUIRED, 35 SHORN. 255 LF X 10 5HRU56/100LF = 26 SHRUBS REQUIRED, 44 SHOWN. 255 LF X 15 ACCENTS/100LF = 39 ACCENTS REQUIRED, 39 SHOWN. FOR GROUND COVER SEE NOTE 06 A 40' DECORATIVE MASONRY WALL WiLL BE PROVIDED. BUFFERYARD *3 (BUFFERYARD 'D') TOTAL LENGTH i901, WIDTH 25', AREA 4,150 SF TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/VINES. ISO LF X 10 TREES/100 .LF = 21 TREES REQUIRED, 22 SHOWN. ISO LF X 10 SHRU55/100 LF = 19 SHRUBS REQUIRED, 24 SHOWN. lg0 LF X 15 ACCENTS/100 LF = 30 ACCENTS REQUIRED, 25 SHOWN. FOR GROUND COVER SEE NOTE *8 A 40' OPEN FENCE WILL. BE PROVIDED. AMENITY LANDSC,4P_iNG REQUiREMNS: PROPERTY AREA: 82,164 BUILDING AREA: 19,318 BUFFERYARD AREA: 29;555 + 1150 = 31,105 SF (INCLUDES UTILITY EASEMENT iN THE SOUTH, DOES NOT INCLUDE ORACLE R.O.W AREA OF BUFFERYARD 43). GROSS PARKING AREA: 25,141 THE AMENITY LANDSCAPE REQUIREMENTS SHOULD BE 10% OF THE CROSS PARKING AREA OR 2,514.1 S.F_ THESE REQUIREMENTS CAN BE SATISFIED WITH ANY LANDSCAPING PROVIDED iN ADDITION TO BUFFERYARD REQUIREMENTS. TOTALLY, 262631 SQ.FT. OF LANDSCAPING ARE PROVIDED WITHIN THE PARKING AREA. SITE LOCATION 1IAF 0 A PORT i ON OF I'm 1//3 M LE NE. 1/4, SECTION 8, T. 13 S., R. 14 E. NOTES 1. AREA: Gross area of the property Is 1.9508 acres. 2. ZONING: Existing conditionally approved zoning for subject property 1s TR. 3. FiNiSH GRADING: Finish grading of the landscape areas around the base of each tree and shrub shall be depress from existing ground level to enhance moisture storage for the plant. 4. IRRIGATION: The landscape will be irrigated by a permanent underground drip irrigation system operated by automatic controller. 5. SITE VISIBILITY TRIANGLES: Materials within site visibility triangles shall be placed to as not to interfere with a visibility plan described by two horizontal lines located 30 income and 12 inches above finished grade of the roadway surf,ice. 6. MAINTENANCE: The landscaped areas and the set aside areas/open spaces will be maintained by the owners or their successors. 8. GROUND COVER: Bufferyard areas, disturbed areas adjacent to bufferyards and detention/retention basins otherwise not covered with rip rap shall be spread with 2' thick„ 3/4' minus decomposed granite. Color to be selected by landscape architect. S. This plan conforms to the document titled 'Site Analysis, Butterfield Crossing, Business/Professionai Offices, Oracle Road at Suffolk Drive, Tucson, Arizona,' dated May 20 1999. CO 0-WS42 WRli Rio Equity Group LLC 326 South Wilmot - Suite A100 Tucson, AZ 85111 Contact: Walter Hoge P1202 -01; Cog-98-42 s; cr AL Q_ h; L E Gs E N G Property boundary NurserS arega Plants identified in the inventory (see sheet 2 ) M WMW DAYS eE W `W W CALL FOR THE BLUE STAKES A co. 145-2211 OUTSIDE PIMA COUNTY 1-800-- 782-5348 BLUE STAKE CENTER @ 30 120 r -- 15 ro0 sca le I' = 30' M 1 i I A l l ON CAL CUL AT TOS: Transplants on site of viable plants T.O.S SWPPL.EM�NTS: For every TOS additional plants are provided (Ratios vary) MIT PLANTS: nts Jable to be removed (require mitigation) MiT iEPL ACEMENi For every MIT additional lant plants are provided. (Ratios var) CREDITS NMITIGaTION: TOS �plaments MiT Replacements - PIP credits reel Ratio :. Ratio 3:. ,4cacla constricts 2 1 3 5 (4) 15 aal 1) 2 'box lAcaria gLeggli 2 0 0 0 2 ) dal, (0) 24' ox Cercldium m cr llum 22 15 45 21 46 (31)15 al, (15) 24'box s Ratio 1:1. Ratio 2.1. Celtls pallida 1 1 0 0 0 1 a Cacti Carneglea glgantea l total 12 total 0 0 0 12 (12) > 2' from site,. >=4' from nurbary 2 saguaros,*1 Ratio 1:1 = 2 5 saguaros >V Ratio 2:1 = 10 erocactus wis izenil I Ratio : 0 1 >21 H Of ccu ents Ratio 1:1. IFouaulerla s lendens 1 (U 2' from site ' from nurser 1 �ervato � Y 6 t SiTE 1. AREA: 1'he total area of the site is approximately 1.S5 acres. 2. METI400OLOGY: This Native Plant Preservation Plan utilizes the Pima County Selective Plant Preservation Methodology. 3. TAG -DING: 5efore the issuing of grading permits, all viable inventoried plants proposed for preservation -in -place (PiP), transplanted -on -site (TOW and removed from site (RFS) shall be tagged with their assigned numbers and color -coded as recommended by this Preservation Plan: Whit PiP Slue ffi TOS Red - WS 4. NURSERZY: A temporary nurserb, will be utilized at this site at the approximate location shown on plan. 5. TRANSPLANTING: All salvage and transplanting operations will e' performed by a landscape contractor llceosed fin the State of Arizona. Transplanting will be performed by tree -spading. Mistletoe infections will b removed From specimens before transplanting. 6. WATERING: Water trucks shall provide water to transplanted plants until permanent lines are in place per landscape plans. A licensed contractor shall perform all salvage and transplanting. 1. SAGUAFZOS AND CACTi: `young saguaros, less than three feet in height will be transplanted below 'nurse' plants (i.e. mature mesquite, Palo verde or acacia trees) such that the overlapping tree canopy provides partial shade and protection. provide artificial shade for a season, or plant under a tree or shrub unless the cactus or saguaro three feet or greater in height was originally growing in full sun. All salvaged Saguaros and cacti will be transplanted with the same sun orientation as 'their original location. All saguaros will be planted away from the sphere of influence of any irrigation designed for a nurse plant. The north side of all cacti programmed for transplanting shall be marked prior to removal to insure proper orientation in their new location. 8. DING: All Salvage work shall be done prior to grading of the site- S. LANDScAPE PLANS/GRADiNG PLANS: All native vegetation mitigatio4n, salvage and preservation plans shall Ira integrated into the landscape plans. The landscape plans, and associated grading plans , shall be accompanied by restrictive notes, which refer to the requirements of the preservation plan. 10. FEDERAL ENDANGERED SPECIES ACT: This preservation plan shall also be in conformance with the era l Endangered Species Act and Arizona Native Plant Law. 11. MO ITOIRiNG/PLANT PLACEMENT: The assigned monitor for this project is Novak Environmental, inc. 52-206-05V. On site monitoring of all aspects of site construction and grading shall follow Pima County's zoning code sections 1&.12.110 and18.'12.120. and shall be at the expense of the developer during construction and at one year after final inspection to insure the protection of preserved plants. Monitoring shall be performed by an individual qualified in natural resource identification and protection and bs approved by Pima County. A preserved in place, transplanted, replacement or supplemental plant identified in the monitor's status report or the county's f'feld inspection report as dying or as having died durine project development will be replaced by the property owner within three months of the report's completion. The plants will be replaced with viable plants of the same species of uniform shape and representative of the species and equal or greater caliper as the replaced plant. Or replaced with two or more plants of the same species with a minimum of fifteen (15) gallon can size and total appraised replacement value equal to or greater than the appraised value of the replaced plants. The owner will ta.ke action within a shorter period of time if requlred to ;mprove the health of stressed plants and to prevent plant loss. 13. HARVESTiNG PROCESS: This project will not provide for the harvesting process. 14. FENCINI3: Protective fencing and barricades: For the duration o" the development project, temporary physical barriers, minimum six for (69 high wood or chain link fence, will be erected around preserved -in -place and transplanted specimens regardless of whether or nor a bonus credit is claimed. The purpose of the fencing and barriers is to provide protection against ground disturbance and damage from the impacts of construction activity and the development process. Grading will not encroach inside the fenced areas. Physical barriers so erected will extend beyond the drip line of preserved in place plants for a distance equal to or greater than one quarter (1/4) of the width of the trey or shrub and equal to or greater to ons quarter (1/4) of the height of a cactus. Preserve in place and replacement trees with a ca Ilper p,�,eater than twelve inches and preserve in place and replacement saguaro greater than 10' in height located inside grading areas will be protected during the development process by fencing in conformance with this note. F-'2ncing and barricades will remain throughout the onstruction and development process. STRICTiVE NOTES: The development Plan, Grading Plan and associated Landscape Plan shall b accompanied by restrictive notes which refer to the requirements of the Preservation Plan. `ro. C�-IANGES: Any changes in grading limits or development layout will be submitted to the Planning Department to determine if a revised preservation plan will be required. 11. Professional standards and professional practices for the salvaging and transplanting of protect d native plants will be followed. I.D.# Botanical Name Caliper inches Multi Trunk Height Feet In -situ Viabilit Notes Transplant Rating Notes PIP TOS Mit. RFS 1 Carnegiea gigantea 10 M scar at base M TOS F 2 Ferocactus wislizenii 2 M M TOS 3 Ferocactus wislizenii 2 H H TOS 4 Ferocactus wislizenii 2 H H TOS 5 Acacia constricta 4 7 M mistletoe, insects M TOS +.v... 6 Acacia constricta 4 7 M mistletoe, insects M M ,. 7 Cercidium microphyllum 12 14 H H M 8 Cercidium microphyllum 12 13 H H M 9 Cercidium microphyllum 10 10 H H TOS 10 Cercidium microphyllum 10 10 H H TOS 11 Cercidium microphyllum 8 9 H H TOS 12 Cercidium microphyllum 10 10 H H TOS 13 Cercidium microphyllum 10 9 H H TOS i 14 Cercidium microphyllum 9 9 H interference L interference M w 15 Cercidium microphyllum 6 8 L insects, dead wood L bad base RFS 16 Cercidium microphyllum 12 13 L bad base, dead wood L RFS 17 Carnegiea gigantea 8 H H TOS 18 Ferocactus wislizenii 2 H H TOS - 19 Cercidium microphyllum 9 12 M dead wood L interference M 20 Cercidium microphyllum 8 8 M L interference M 21 Cercidium microphyllum 6 10 M L M 22 Cercidium microphyllum 10 11 L bad base, dead wood L RFS 23 Cercidium microphyllum 10 10 L bad base, dead wood L dying RFS 24 Cercidium microphyllum 8 12 L dead wood, nice tips L RFS 25 Cercidium microphyllum 6 10 M dead wood M TOS 26 Fouquieria splendens 2 H H TOS 27 Cercidium microphyllum 10 13 M bad base L M 28 Cercidium microphyllum 6 10 H H TOS 29 Cercidium microphyllum 10 10 M dead wood M M 30 Cercidium microphyllum 7 10 M M TOS 31 Cercidium microphyllum 7 9 L mistletoe, dead wood L bad base RFS 32 Cercidium microphyllum 5 8 M L scrawnyM 33 Cercidium microphyllum 10 12 H H M 34 Cercidium microphyllum 6 8 L bad base L RFS 35 Prosopis velutina 7 9 L insects, dead wood L bad base _ RFS 36 Acacia constricta 4 14 L mistletoe, dead wood L bad base RFS 37 Celtis pallida 4 10 H M hue TOS 38 Prosopis velutina 10 12 L bad base, dead wood L RFS RFS 39 Acacia constricta 5 10 L bad base, dead wood L 40 Acacia greggii 5 10 M dead wood M TOS 41 Acacia constricta 4 12 L insects, dead wood L bad base RFS 42 Cercidium microphyllum 6 6 M dead wood L rocky M 43 Cercidium microphyllum 6 7 H H TOS 44 Cercidium microphyllum 12 14 great M big M 45 Cercidium microphyllum 10 12 M M TOS 46 Cercidium microphyllum 12 15 L declining L huge RFS 47 Cercidium microphyllum 10 10 L declining L RFS 48 Cercidium microphyllum 9 10 L bad base, dead wood L RFS 49 Cercidium microphyllum 10 10 L bad base, dead wood L RFS 50 Cercidium microphyllum 11 13 L bad base, dead wood L RFS 51 Ferocactus wislizenii 2 H H TOS 52 Ferocactus wislizenii 2 H H TOS 53 Acacia constricta 4 7 L L RFS 54 Acacia constricta 5 9 L mistletoe, insects L bad base RFS 55 Acacia constricta 5 9 L mistletoe, insects L bad base RFS 56 Acacia constricta 5 9 L mistletoe, insects L bad base i RFS 57 Prosopis velutina 12 20 L insects L T RFS 58 Acacia constricta 4 10 L L RFS 59 Carnegiea gigantea 1.5 H H TOS 60 Cercidium microphyllum 8 7 L dead wood, mistletoe L bad base RFS 61 Carnegiea gigantea 6 H H TOS 62 Cercidium microphyllum 12 12 T V! dead wood, mistletoe dead wood, mistletoe L L bad base RFS 63 Cercidium microphyllum 14 8 1 L 64 Carnegiea gigantea 8 H H TOS 65 Cercidium microphyllum 12 9 L dead wood, mistletoe L _ bad base F 66 Cercidium microphyllum 6 8 H M TOS 67 Cercidium microphyllum 6 8 H L dead tree leaning w��� 68 Ferocactus wislizenii 2 H H TOS TOS TOS 69 Carnegiea gigantea 4 arms 24 H M 70 Cercidium microphyllum 12 8 H nurse plant M 71 — Carnegiea i antea 4.5 H H _ . a_y interference PIP 72 Cercidium microphyllum 12 10 H M 73 Cercidium microphyllum 12 10 H M interference PIP 74 Cercidium microphyllum 20 12 M a lot of mistletoe, dead wood L large PIP 75 Cercidium microphyllum 14 12 L in decline L PIP I 76 Cercidium microphyllum 12 10 L severe dead wood L in decline, bad base PIP 77 Cercidium microphyllum 10 10 L dead wood, mistletoe L bad base PIP 78 Cercidium microphyllum 10 8 L in decline L dead wood PIP 79 Cercidium microphyllum 8 7 H H PIP 80 Cercidium microphyllum 14 10 H some dead wood L large PIP _ INVENTORY TOTALS Qty Inventoried Total P.I.P. T.O.S. TOS* Mit. Target Actual Viables PIP or TOS PIP or TOS °7N Trees Acacia constricta 10 2 0 1 0 1 1 50% 1 50% Acacia greg ii 1 1 0 1 0 0 1 50% 1 100% Cercidium microphyllum 50 31 5 11 0 15 16 50% 16 52% Prosopis velutina 3 0 1 0 0 0 0 0 50% 0 0% sub -total 64 34 5 13 0 16 17 18 Shrubs Celtis pallida 1 1 0 1 0 0 1 50% 1 100% subtotal 1 1 0 1 0 0 1 1 Cacti Camegiea igantea 7 7 0 7 0 0 6 80% 7 100% Ferocactus wislizenii 7 m 7 0 7 0 0 4 50% 7 100% sub -total 14 14 0 14 0 0 9 14 Succulents Fouquieda spiendens 1 1 0 1 0 0 1 50% 1 100% sub -total 1 1 0 1 0 0 1 1 Totals 1 1 80 50 1 5 29 1 0 16 1 27 1 1 34 P.I.P CREDIT CALCULATIONS Saguaro Saguaro Other Cacti Ironwood Ironwood Trees Trees Ocotillo Yuccas Shrubs Totals Size 6'-10' H >10'H >=4" D or 4" H 6,,- 1211 C >12" C 6-12" C >12"C >=6' H >=4' H >4' H Ratio 2:1 3:1 2:1 2:1 3:1 2:1 3:1 2:1 2:1 2:1 Trees Cercidium microphyllum 6 3 21 Shrubs Cacti Succulents 1TIGATIQN GALCULATIONS TOS: Transplants on site of viable plants T.0.5 SUPFLEMENTS: For every TOES additional plants are provided (Ratios vary) MIT PLANTS: jable ants to be removed (require mitigation) MIT REPLACEMENT For every MIT plant additional plants are rovided. (Rat�os var) Pilo _ CREDITS NET MITIGATION: TO$Do (entente Epp MiT Replacements - PiP Credits SiZE Trees . Ratio 2:1. Ratio 3:1. Acacia constricta 1 3 5 (4)15 ciaf (U 24'box Acacia gregglf 1 2 0 0 0 2 (2)15 al (0) 24'box Cercidium mreoRNIIUM 11 22 15 45 21 46 (31)15 al (15) 24'box ` ' sRatio 1:1. Ratio 2:1. - Celtis allida 1 1 0 0 0 1 a -- s_ Cacti --- — __ Carnegiea gigantea i total 12 total 0 ® 12 (12) - - > 2' from site, >=4' from nursery 2 sa uaras 40' Ratio 1:1 = 2 5 saguaros x6' Ratio 2:1 = 110 erocactus wis izenii Ratio 1:1 7 p 0 D Succulents Ratio 1:1. Fo uleria 9121 one 1 1 0 site 4' from nurser Jig •, N;! r� ji�.,,ifpry//~F�' f ;£ sL 1 »,».,..,.,,�,,,,,»,.,,,,.,..,r.,,,.., ,%/r./'/ Jw ».,,,,,, ,r,,.,: r.,i.....,,,r..urr,,.......,......»X,/,.r/.s,.d, rr j.....r�,.rv..,,r.,..�rrrrrr,:u,.,u.,,u,,,,u„r,.»,.,,.,.,ur.,rro »..,R,.,,.„vu.."i,'.im ............,�nu��. r, fir/ s k 77 7 [[� t�i / 1� Q /r/Q, 1 `� 5'y 0, E,iiY s,,..,. TR r S/y/ 3f, ,%4�%0O• # r i/ µ'� f i ~s i „+•f,„.'L•.., � s ,"„4.„.,.. y�fi rff s ;»/r s 1 JF 3F rr,/r MONl1MENT 5UFFERY 5 LL SEE 5HE T FOR f��4 .JI H � 4®OP rl..0 IV T 4 r S ff £ £ i f %' J, O S jl '+ijf i r y{/' :5 � £ F ! X j 5 •. ':.� ;�:.,t. /`�/1J� ,. jf //•.� A rl f s5 } 5 F ssJ 3 f r/ r / � f f i A i F �A f f S 5 i f��,'Qy Y• �ts yaf: % i.. sf , S i S j t s' i ..,,f'..,..,.,w»,,.,......,, '� �+/ f f j f G f5 i 5 s S 5' f ®- ': -1-1i1 91"! 44 PLANT L TREES ON Jr ,r fNiip .. SEE 0 FOR t 4W DECORATIVE MASONRY WALL u c Ll y3 BUILDING #1 11,005 5xf =�. »,..25I UILt>1Nr3 615T33AG,,..».. »......... _................... ...............».,,.», 9`41 I'll p""' 0 6 4, �icowllll :...BUILD I NC #, 8,515 5J 5 r £ / £ ,y , 5 , .ram ,,.»..,,., ;,. j ....,,.,..,,,r; £, F / r' /y , LJJ r QUANTITY QUANTITY REQUIRED TOTAL - - NAME TRANSPLANTED FOR MITIGATION QUANTITY 51ZE Acacia constrictaf 2 Whitethorn ® Acacia greggii$ 2 0 Cercidium micropiNlIums 11 Foothills Palo Verde Prosopsis Alba "Cochisel' 0 ® Hybrid Mesquite NOTES" 5 (1) 24" Box (6)15 Gal. 2 4 (4)15 Gal. 46 61 (15) 24" Box (31)15 Gal. 0 21 (15) 15 Ga I. 3HfI��S NAME QUANTITY REQUIRED FOR MITIGATION 51ZE QUANTITY ■ Celtis pallida I Desert Na ckberr Dodonaea viscosa 0 1-lopseed 5ush S Encelia farinosa 0 Brittlebush ® 51mmondsia chinensis 0 Jojoba TR = TRANPLANTED PLANT ALL TREES NOT LA5ELLED AS 24' 5OX ARE 15 GAL. ALL LANDSCAPED AREAS ARE TO 5E SPREAD WITH 2' THICK, 3/4 MINUS DECOMPOSED GRANITE, COLOR TO 5E SELECTED 5Y LANDSCAPE ARCHITECT ?OT .. ,U These Oanss governmental proc;essing only. Not fr cons a 0 I 0 7 R a .. i1AWM s < 5'1""4456 � �' ,.,y » fir, s : f ;" a':ri 4 ; �3UFER I fil`:�! 40' O!zTN FENCE O s p�. .» „ ,,. ,,,,,,,a ,.,.»..... ........_. ., '/ ,,..ft,.',..ttiF/ /..r»,.,,..,,,�' ... ........r.,,,...,,.: yN/.,5,,,/: n'yY� 1�: �4`�<x � s ,•,ry"�,,, ".�Yl..i<. ,,,�, � ��' f� / ' T � �l'� � C ,!' .' % ,.,,ter• ».» ,,,,»,»»»--- "N mom ii "3 li" / 1./$'/�✓ fji ` i D T. ., 3 20' UTIL i"tt/��t.��.•T k f = -I° U1L�711�C� J�E) =�°5' AEAT./� M $ ;f 13/10 f� 1 S MEANDERING k LANDSCAP E &ALE ACCENT5/1=LCLJEfR5/V1NE5 QUANTITY QUANTITY REQUIRED TOTAL NAME TRANSPLANTED FOR MITIGATION QUANTITY SIZE 5 Gal, 12 ® 5a ileya multlradiata 0 O 88 1 Gal. Desert Marigold 5 Cal. 40 Carnegiea gigantea (1) Total (12) Total 19 (2) < 2' Saguaro (2) < 6' (10) > 4' (5) > 6' 5 Gal. 21 Ferocactus wislezneii (1) Total (1) Total 14 (1) > 2' 5arrel Cactus 5 Coal. 22 � Fouquieria splendew (1) Total (1) Total 2 2' min. if from Ocotillo site, 4' min. if from nursery Tao corking days Woie you dig CALL FOR THE BWESTMES 745-2211 Blue Stake Center BALL cOUFCT P1202 -013 Cog-98-42 iTiGATiON CALCI LATiON5 TO$: Transplants on site of viable plants T.O.S SUPPLEMENTS. For every TOS additional plants are provided (Ratios var) y MIT PLANTS: vvi�able planntts removed (require mitigation) g MIT IRMPLACEMENTS For every MIT plant p antsditiona I are ipsrovlded. Rat ovar) PiP CREDITS NET MITIGATION: TOS Supplements MIT Replacements p - PIP Credits SiZE revs Ratio Ratio 3:. cacia constricta 1 7 3 0 5 (4)15 aa l (1) 24'box Acacia aregicill 2 0 0 2 (2)15 dal,(0) 24'box Cerci [um mrCeoftilum 22 45 21 46 (31)15 Zial (15) 24'box s Ratio 1:1. Ratio 2.1. Ce tis oalliala 1 1 0 0 0 i a Cacti Carnegiea gigantea i total 12 total 0 0 0 12 (12) > 2' from site, >24' from nursery 2 saguaros 6' Ratio I:1 = 2 5 saguaros >6' Ratio 2:1 = 10 erocactus w1a izenii Ratio : 0 0 0 1 > of D ants Ratio 1:1. o uteria splandens 10 0 0 I 1 21 from site from nurser cua. � eu,esr 74- 911. RIM swim CW"r NOTER: These plans". governmental processing only. Not for construction. 0 120 480 60 240 Scale 1' = i20' � ffi F1 -a r f® 5 fREQUIRE�IEN"*F,5 ORACLE ROAD - SUFFERYARD 01: BUFFERYARD V TOTAL LENGTH ISV, WIDTH 10', AREA 18,125 SQ.FT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 1001: 10 CANOPY TREES, 10 5HRU55, 15 ACCENTS/FLOWERS/VINES. W LF X 10 TREES/100 LF = n TREES REQUIRED, 19 SHOWN. 190 LF X 10 SHRU55/100 LF = n SHRU55 REQUIRED, IS SHOWN. ISO LF X 15 ACCENTS/loo LF = 30 ACCENTS REQUIRED, 40 SHOWN. FOR GROUND COVER SEE NOTE 08 A 40' OPEN FENCE WILL 5E PROVIDED. SUFFOLK DRIVE - BUFFERYARD 02 (BUFFERYARD 'B') LENGTH 354 LF, WIDTH 20', AREA 1,080 SQFT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWER51ViNE6. 255 LF X 10 TREES/100'LF = 26 TREES REQUIRED, 35 SHOLLN. 255 LF X 10 SHRU58/10OLF = 26 5HRU55 REQUIRED, 44 SHOWN. 255 LF X 15 ACCENTS/1001-F = 39 ACCENTS REQUIRED, 3S SHOWN. FOR GROUND COVER SEE NOTE 08 A 40' DECORATIVE MASONRY WALL WiLL BE PROVIDED. SUFFERYARD 03 (BUFFERYARD 'D') TOTAL LENGTH ISO', WIDTH 25', AREA 4,150 SF TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/VINES. 190 LF X 10 TREES/100 .LF = 21 TREES REQUIRED, 22 SHOWN. ISO LF X 10 SHRU55/100 LF = IS 5HRU56 REQUIRED, 24 SHOWN. 1130 LF X 15 ACCENTS/100 LF = 30 ACCENTS REQUIRED, 25 SHOWN. FOR GROUND COVER SEE NOTE A 40' OPEN FENCE WiLL. 5E PROVIDED. AMENITY LANDSCAPING REQUIREMENTS: PROPERTY AREA: 82,164 5UILDING AREA: 19,318 5UFFERYARD AREA: 29,955 + 1150 = 31,105 SF (INCLUDES UTILITY EASEMENT iN THE SOUTH, DOES NOT INCLUDE ORACLE RO.W AREA OF 5UFFERYARD s3). GROSS PARKING AREA: 25,141 THE AMENITY LANDSCAPE REQUIREMENTS SHOULD 5E 10% OF THE GROSS PARKING AREA OR 2,514.1 S.F. THESE REQUIREMENTS CAN BE SATISFIED WITH ANY LANDSCAPING PROVIDED iN ADDITION TO 5UFFERYARD REQUIREMENTS. TOTALLY, 262631 SQPT. OF LANDSCAPING ARE PROVIDED WiTHiN THE PARKING AREA. 5I I LOCATION �AF 0 A PORTION OF I'= 11/MILE NE. 1/4, SECTION 8, T. 13 5., R. 14 E. 1. AREA. Gross area of the property is 1.9508 acres. 2. ZONING: Existing conditionally approved zoning for subject property is TR 3. FINISH GRADING: Finish grading of the landscape areas around the base of each tree and shrub shall be depress from existing ground level to enhance moisture storage for the plant. 4. IRRIGATION: The landscape will be irrigated by a permanent underground drip irrigation system operated by automatic controller. 5. SiTE VIS151LiTY TRIANGLES: Materials within site visibility triangles shall be placed so as not to interfere with a visibility plan described by two horizontal lines located 30 inch ass and 12 inches above finished grade of the roadway surface. 6. MAINTENANCE: The landscaped areas and the set aside areas/open spaces will be maintained by the owners or their successors. 6. GROUND COVER: 5ufferyard areas, disturbed areas adjacent to bufferyards and detention/retention basins otherwise not covered with rip rap shall be spread with 2' thick, 3/4' minus decomposed granite. Color to be selected by landscape architect. 9. This plan conforms to the document titled 'Site Analysis, 5utterfield Crossing, 5usiness/ProfessIona 1 Offices, Oracle Road at Suffolk Drive, Tucson, Arizona,' dated May 20 1999. CO 0-98g42 OWNER Rio Equity Group LLC 326 South Wilmot - Suite A100 Tucson, AZ 86111 Contact: Walter Hoge P1202-01" Cog-98-42 In] • 00 NN W a) Ono L -ONO N� LV Z 01 LO CO C G c 0 W • N 04 LL04 0 N v c O r oM v Co J - rn I-- R-11 J WN `4adseap# acAc�,X� 22401 KAREN M. � NOHAK V• DESIGNED LSE, EBA DRAUN BY: LSE, EBA CHECKED BY: KMN DATE: JUNE 2002 JOB NO.: 0231 SHEET NUMBER: L-1 1 oF 2 N."I 1*4 9 I Foot Contours roperty boundary Nursery area Plants identified in the lnventory .1' 1 (see sheet 2) M WOMOM DAYS BUM M W CALL FOR THE BLUE STAKES PIMA co. i is-a2n OUTSIDE RMA COUNTY 1-800-782-5348 BLUE STAKE CENTER 30 120 15 60 Sca le 1' = 30' F'1iTIGATiOil C r ULATiO®l 0 TOS: T.O.S MIT MIT NET SIZE Transplants SUPPLEM�TITS: PLANTS: REPLACEMENT CREDITS on site For every TOS viable for every MIT TOS of viable additional plants abe lant additional 511�uppleememts plants are provided removed plants MIT (Ratios vary) (require mitigation) are provided. Replacements (Ratios var) - PiP Credits refs Ratio : Ratio 3:. Acacia constricts 3 0 5 (4) 15 cial ) 2 'box Acacia rggali Cerct 1tmn m cr alum 2 21 0 0 0 21 2 46 2) dal (0) 24 ox (31)15 al (15) 241box s Ratio 1:1. Ratio 2:1. Celtis vallida 1 1 0 0 0 1 a Cacti I total 12 total (12) Carnegiea gigantea 2 saguaros <o° Ratio 1:1 = 2 0 0 0 12 > 2' from site, 5 saguaros :116' Ratio 2:1 ® 10 >24' from nursery erocactus wis izenii Ratio 1:11 0 > of D ccu ents Fogqulerla s lendens 1 1 U 2 from site from nurser X "AmIlip], M L AREA: The total area of the site is approximately i.95 acres. 2. METHODOLOGY: This Native Plant Preservation Man utilizes the Pima County Selective Plant Preservation methodology. 3. TAGGING: Before the issuing of grading permits, all viable inventoried plants proposed for Preservation - In -place (PIP), transplanted -on -site (TOS) and removed from' site (WS) shall be tagged with their assigned numbers and color -coded as recommended by this Preservation Plan: Wilite PiP lue TOS Red - 1RFS 4. NURSES:1': A temporary nursery will be utilized at this site at the approximate location shown on plan. fl TRANSPLANTING: All salvage and transplanting operations will be performed by a landscape contractor licensed in the Mate of Arizona. Transplanting will be performed by tree -spading. Mistletoe infections will be removed from specim , s before transplanting. WATERING. Water trucks shall provide water to transplanted plants until permanent lines are in place per landscape plans. A licensed contractor shall perform all salvage and transplanting. 1. SAGUAROS AND CACTi: 'young saguaros, less than three feet in height will be transplanted below 'nurse' plants (i.e. mature: mesquite, Palo verde or acacia trees) such that the overlapping tree canopy provides partial shade and protection. provide artificial shade for a season, or plant under a tree or ahrub unless the cactus or saguaro three feet or greater in height was originally growing in full sun. All salvaged Saguaros and cacti will be transplanted with the same sun orientation as their original location. All saguaros will be planted away from the sphere of influence of any irrigation designed for a nurse plant. The north side of all cacti programmed for transplanting shall be marked prior to removal to insure proper orientation in their new location. S. DING: All Salvage work shall be done prior to grading of the site. . LANDSCAPE PLANS/GRADING PLANS: All native vegetation mitigation, salvage and preservation plans shall be integrated into the landscape plans. The landscape plans, and associated grad plans shall be accompanied by restrictive notes, which refer to the requirements of the preservation plan. 10. FEDERAL ENDANGERED SPECIES ACT: This preservation plan shall also be in conformance with the edera l Endangered Species Act and Arizona Native Plant Law. 11. MONITORING/PLANTREPLACEMENT: The a ss i n d monitor for this project is Novak Environmental, inc. 52 - ®0591. On site monitoring of all aepecte of site construction and grading shall follow Pima Counts's zoning code sections i5.12.110 and1812.120. and shall be at the expense of the developer during construction and at one Sear after final inspection to insure the protection of preserved plants. 1-lonitoring shall be performed by an individual qualified in natural resource identification and protection and be approved by Pima Counts, A preserved in place, transplanted, replacement or supplemental plant Identified � n the monitor's status report or the counts's field inspection report as dying or as having died during project development will be replaced by the property owner within three months of the report's completion. The plants will be replaced with viable plants of the same species of uniform shape and representative of the species and equal or ereater caliper as the replaced plant. Or replaced with two or more plants of the same species with a minimum of fifteen (15) gallon can size and total appraised replacement value equal to or greater than the appraised value of the replaced plants. The owner will take action within a shorter period of time if required to improve the health of stressed plants and to prevent plant loss. 13. HARVESTiNG PROCESS: This project will not provide for the harvesting process, 14. FENCiNG: Protective fencing and barricades: For the duration of .rvadevelopment project, temporary physical barriers, minimum six for (69 high wood or chain link fence, will be erected around pr s rved-in-place and transplanted specimens regardless of whether or nor a bonus credit is claimed. The purpose of the fencing and barriers is, to provide protection against ground disturbance and damage from the impacts of construction activity and the development process. Grading will not encroach inside the fenced areas® Physical barriers so erected will extend beyond the drip line of preserved in place plants for a distance equal to or greater than one quarter (1/4) of the width of the tree or shrub and equal to or greater to one quarter (1/4) of the height of a :cactus. Preserve in place and replacement trees with a caliper greater than twelve inches and preserve in place and replacement saguaro greater than 10' in height located inside gradin areas will be protected during the development process by f king in conformance with this note. Fencing and barricades will remain throughout the construction and development process. 15. RESTRICTIVE NOTES: The development Plan, Grading Plan and associated Landscape Plan shall be accompanied by restrictive notes which refer to the requirements of the Preservation Plan. 16, CHANGES: Any changes in grading limits or development layout will be submitted to the Planning Department to determine if a revised preservation plan will be required. li. Professional standards and professional practices for the salvaging and transplanting of protected native plants will be followed. J -. — Caliper Multi Height In -situ Transplant i.D.# Botanical Name inches Trunk Feet Viability Notes Rating Notes PIP TOS Mit. RFS 1 Carne iea gigantea 10 M scar at base M TOS 2 Ferocactus wislizenii 2 M M TOS 3 Ferocactus wislizenii 2 H H TOS 4 Ferocactus wislizenii 2 H H TOSf 5 Acacia constricta 4 7 M M mistletoe, insects M TOS M M 6 Acacia constricta 4 7 mistletoe, insects M H 7 Cercidium microphyllum 12 14 H H 8 Cercidium microphyllum 12 13 H 9 Cercidium microphyllum 10 10 H H TOS 10 Cercidium microphyllum 10 10 H H TOS 11 Cercidium microphyllum 8 9 H H TOS 12 Cercidium microphyllum 10 10 H H TOS 13 Cercidium microphyllum 10 9 H H TOS YZPf 14 Cercidium microphyllum 9 9 H interference L interference M 15 Cercidium microphyllum 6 8 L insects, dead wood L bad base RFS 16 Cercidium microphyllum 12 13 L bad base, dead wood L RFS c 17 Carne iea gigantea 8 H H TOS 18 Ferocactus wislizenii 2 H H TOS 19 Cercidium microphyllum 9 12 M dead wood L interference M_ 20 Cercidium microphyllum 8 8 M L interference M 21 Cercidium microphyllum 6 10 M L M 22 Cercidium microphyllum 10 11 L bad base, dead wood L RFS 23 Cercidium microphyllum 10 10 L bad base, dead wood L dying RFS 24 Cercidium microphyllum 8 12 L dead wood, nice tips L 25 Cercidium microphyllum 6 10 M dead wood M TOS 26 Fouquieria splendens 2 H H TOS m 27 Cercidium microphyllum 10 13 M bad base L M 28 Cercidium microphyllum 6 10 H H TOS 29 Cercidium microphyllum 10 10 M dead wood M M 30 Cercidium microphyllum 7 10 M M TOS 31 Cercidium microphyllum 7 9 L mistletoe, dead wood L bad base RFS 32 Cercidium microphyllum 5 8 M L scrawny M 33 Cercidium microphyllum 10 12 H H M 34 Cercidium microphyllum 6 i 8 L bad base L RFS 35 Prosopis velutina 7 9 L insects, dead wood L bad base RFS 36 Acacia constricta 4 14 L mistletoe, dead wood L bad base RFS 37 Celtis pallida 4 10 H M hue TOS 38 Prosopis velutina 10 12 L bad base, dead wood L RFS 39 Acacia constricta 5 10 L bad base, dead wood L RFS 40 Acacia greggii 5 10 M dead wood M TOS 41 Acacia constricta 4 12 L insects, dead wood L bad base RFS 42 Cercidium microphyllum 6 6 M dead wood L rocky M 43 Cercidium microphyllum 6 7 H H TOS 44 Cercidium microphyllum 12 14 H great M big M 45 Cercidium microphyllum 10 12 M M TOS 46 Cercidium microphyllum 12 15 L declining L huge RFS 47 Cercidium microphyllum 10 10 L declining L RFS RFS 48 Cercidium microphyllum 9 10 L bad base, dead wood L 49 Cercidium microphyllum 10 10 L _ bad base, dead wood L RFS 50 Cercidium microphyllum 11 13 L bad base, dead wood L RFS 51 Ferocactus wislizenii 2 H H a « H L TOS v 52 Ferocactus wislizenii 2 H TOS 53 Acacia constricta 4 7 Lo _ bad base i RFS RFS 54 Acacia constricta 5 9 L _ mistletoe, insects 55 Acacia constricta 5 9 L mistletoe, insects __ mistletoe, insects insects L L bad base RFS 56 Acacia constricta 5 9 L bad base RFS 57 Prosopis velutina 12 20 L _ RFS RFS TOS 58 Acacia constricta 4 10 L 59 Carne iea gigantea 1.5 H - H dead wood, mistletoe L H dead wood, mistietoe L 60 61 Cercidium microphyllum 8 7 L bad base TOS RFS Caregiea gigantea 6 H bad base 62 Cercidium microphyllum 12 12 M M RFS 63 Cercidium microphyllum 14 8 L dead wood, mistletoe 64 Carne iea gigantea 8 H H M bad base_ TOS 65 Cercidium microphyllum 12 9 L dead wood, mistletoe L TOS RFS 66 Cercidium microphyllum 6 8 H M 67 Cercidium microphyllum 6 8 H L dead tree leaning on it M TOS TOS a... 68 Ferocactus wislizenii 2 H H 69 Caregiea gigantea 4 arms 24 H M 70 Cercidium microphyllum 12 8 H nurse plant M _ 71 Carne iea gigantea 4.5 H H TOS V 72 Cercidium microphyllum 12 10 H M interference PIP I� 73 Cercidium microphyllum 12 10 H M interference Q PIP ry j 74 Cercidium microphyllum 20 l 12 M a lot of mistletoe, dead wood L large PIP 75 Cercidium microphyllum 14 12 L in decline L PIP 76 Cercidium microphyllum 12 10 L severe dead wood L in decline, bad base PIP 77 Cercidium microphyllum 10 10 L dead wood, mistletoe L bad base PiP 78 Cercidium microphyllum 10 8 L in decline L dead wood PIP 79 Cercidium microphyllum 8 7 H H PIP _x 80 Cercidiumn microphyllum 14 10 H some dead wood L ITarge PIP INVENTORY TOTALS Oty Inventoried Total P.I.P. T.O.S. TOS* Mit. Target Actual Viables PIP or TOS PIP or TOS Trees -- _. Acacia constricta 10 2 0 1 0 1 1 50% 1 50% Acacia greg ii 1 1 0 1 0 0 1 50% 1 100% Cercidium microphyllum 50 31 5 11 0 15 16 50% 16 52% Prosopis velutina 3 0 0 0 0 0 0 50% 0 0% sub -total 64 34 5 13 0 16 17 18 Shrubs AR Celtis pallida 1 1 0 1 0 0 1 50% 1 100% sub -total 1 1 0 1 0 0 1 1 Cacti Camegiea gigantea 7 7 0 7 0 0 6 80% 7 100% Ferocactus wislizenii 7 7 0 7 0 0 4 50% 7 100% sub -total 14 14 0 14 0 0 9 14 Succulents Fouquieria splendens 1 1 0 1 0 0 1 50% 1 100% sub -total 1 1 0 1 0 0 1 1 Totals 80 50 5 29 0 16 27 34 P.I.P CREDIT CALCULATIONS Saguaro Saguaro Other Cacti Ironwood Ironwood Trees Trees Ocotillo Yuccas Shrubs Totals Size 6'-10' H >10'H >=4" D or 4" H 6" -12" C >12" C 6-12" C >12"C >=6' H >=4' H >4' H Ratio 2:1 3:1 2:1 2:1 3:1 2:1 3:1 2:1 2:1 2:1 Trees Cercidium microphyllum 1 6 3 21 Shrubs Cacti Succulents T05: Transplants on site of viable plants T.0.5 SUPPLEMENTS: For every TOS additional plants p are provided (Ratios vary) MIT PLANTS: able pp ants to be removed (require mitigation) MIT REPLACEMENT-' For every MIT plant additional plants are rovided. (Ra&os vary) PIP ' CREDITS NET MiTiGATION-. TOS Supplements + MiT Replacements - PIP Credits SiZE Trees Ratio 2:1. Ratio 3:1. Acacia constricta 2 3 5 (4)15 aaf (1) 24'box Acacia greagil 1 2 0 2 (2)15 dall (0) 24'box Cercidium m cro i um 11 22 21 46 (31)15 al (15) 24'box s Ratio 1:1. Ratio 2.1. Celtis pallida 1 1 0 ID ID 1 a Cacti Carnegiea gigantea Z total 12 total 0 0 0 12 V (12) > 2' from site, >=4' from nursery 2 sa uaros 46' Ratio 1:1 = 2 5 saguaros x6' Ratio 2:1 = 1110 erocactus wislizenii I Ratio : = 7 0 0 i > of ID pucoulants fktlo 1:1. IF-ouquierla splendens 1 1 1 (1) 2' from site 4' from nurses 6 Ini C V Poo m z OW •� c 0 C U o o -�e i` i�l W Lm 10 co --- L- o LL a u7 0 •a O O C� U C -c0 32L76 �► _ EU.EN FAITH BARTH DESIGNED Bl' ✓E DRAUIN BY: vE CHECKED 57:KMN. EBA DATE: JUNE 2002 JOB NO.: 0231 SHEET NUMBER: H1 %FFERY, SEE SHEI ® 40" OP <f. U b A / If Q !s W MONUMENT • 5EE ,8ET 1*1 FOR REQUIREMEN 4V DECORATIVE MASONRY IFAM� �I Uzi L ix„xx....x xx..%x x:::x u.».rxx...uu..,::.:.x v.Nr x................ ..... xx: :............x i . `s, s ;:�'� • 'x>, .,.� "gym j 2 s S s £ s �£ y s /,,,... i i I} + > J ® V s ,.�U(} i ,,,,x�, y ..,...., ..., S ................. s £ l/ h" H �,..£ f S_ � i,S �.....,....,.,:„:.,»x.,»,»x.,..wuu,»..x.»..u..xu:..u.....,u...»..u.....ru.x.w,.....w,..u.....wuu......»r..x..w..,.x..... w.x..,...u....w Y,'�f • BUILDING #1 f •A s''��;e.;c'se::ksf5 �I ,%�: xwY: ? ,. �'':E i ry ti ..},.gip �5.� s•�4 Z f x £t ».»..,..,»,♦,x v�- Ii , ♦ 5 f n ,JS ! %� j,!/ / y ..sib / / j £ /♦!•.. Y'�c> sv •f,.d /....s.♦+'£' / .,.. w..x,..x..:.,..,.. s s 1 s , s _ { .. ... .. .......................:........»uxx...,.... ... ..,.., ....,.xx... x.». » .. „ .xxxxxxxnw.,.,.x..r. ..J{.. uw,u,�»x.w,.xxinv..u",n... FLANT LEGEND TREE5 5H QUANTITY QUANTITY REQUIRED TOTAL NAME TRANSPLANTED FOR MITIGATION QUANTITY SIZE NAME "`. IEAP 17 ~ �N:: MI r -»x N..x..,,,,:,xx,,,,,x:,..,,,,,x,.,xnw,,,,,xx,,.iuw,.:.Hxnx., xx„n,,,m FUT E: 1�,1�`.!D I NO #2,,,,--/ s £t - a '^^a.s - s CJ a r ....._ ..xxx„x,,,, .,x.,,..xxx,,.x.., x x:,x,,,,,»,..,.,.. ..............»,...... ....._...: x,» .,xx��x:.is,,,7„ . »,,,,,,,,,. _ i. s "'s f .»fix s s s x I ss H' cs , QUANTITY REQUIRED FOR MITIGATION SIZE QUANTITY Acacia constricta* 2 5 1 (1) 24" Box Celtis pallida 1 Whitethorn (6) 15 Gal. Desert Hackberry Dodonaea viscosa 0 Acacia greggii* 2 2 4 (4) 15 Gal. Hopseed Bush ® Encelia farinosa Brittlebush 01 Cercidium micropllum* 11 46 61 (15) 24" Box Simmondsia chinensis Jojoba Foothills Palo Verde (31)15 Ga I. ' Prosopsls Alba "Cochise" 0 0 21 (15) 15 Ga I. ® Hcjbrid Mesquite N'C' ;-"' T E 5: TR = TRANPLANTED PLANT ALL TREES NOT LABELLED AS 24' BOX ARE 15 GAL. ALL. LANDSCAPED AREAS ARE TO SE SPREAD WITH 2' THICK, 3/4 MINUS DECOMPOSED GRANITE, COLOR TO BE SELECTED BY LANDSCAPE ARCHITECT .- ® plans s or governmental processing only. Not '1110r construction. 5 Ga 1, 12 5 Gal, 40 5 Gal. 21 5 Gal. 22 _ �4EET1 i=OR O "'EN FENCE l I2Pt' 'lTIL m I }1;Tr— s s 1' 15U ILIA I1 G f E7 !'xv i f e j f A SAL °,rz6 4t ! i j I M 4 13/10 /t/ s „w T........... <f ............. .... x <y MEANDERING <'3 .Qs s 'WALE ACCENT5/FL0UJER5/VNE3 NAME QUANTITY TRANSPLANTED QUANTITY REQUIRED FOR MITIGATION TOTAL QUANTITY SIZE ® Baileya multiradiate 0 0 88 1 Gal. Desert Marigold Carnegiea gigantea (1) Total (12) Total 19 (2) < 2' Saguaro (2) < 6' (10) > 4' (5) > 6' f Eerocactus wislezneii (1) Total (1) Total 14 (1) > 2' i Barrel Cactus Fouquieria splendens# (1) Tota1 (1) Total 2 2' min. if from Ocotillo site, 4' min. if from nursery Two waking days before you dig CALL FOR THE BWESTMES 74W 11 Blue Stake Center CALL COLLECT 1 P1202 ®013 Colb la8 -42 ''Ili t'-1iTiGATiON CALCULATiONS TO& Transplants on site of viable plants T.O.S SUPPLEMENTS: For every TOS additional plants are provided (Ratios var) y MIT PLANTS. viaable to be nts removed (require miti anon) g MIT REPLACE11ENT For every MIT additional plants are provided. (Rados var) CREDITS MITIGATION:SizE TO$ laments + MiT Re lacenents p - PIP Credits Trees Ratio 2:1. Ratio 3:. Acacia constricta i 2 3 5 (4)15 a lU 24 box cireoggailt 2 0 2 (2) al (®) 24 x IAcacia Cercldlum- mWopg um 11 22 21 46 (31)15 a 1 115) 24'box ftubs Ratio 1:1. Ratio 2:1. Celtis ai ida 1 1 0 0 0 1 a Cacti Carnegiea gigantea i total 12 total 0 0 0 12 (12) > 2' from site, >24' from nursery 2 saguaros q'o' Ratio 1:1 = 2 5 saguaros >V Ratio 2:1 = 10 lFerocactus aia izenii do : =1 0 0 0 7 > of D etts SAtI0 I.I. lEq4uleria splendens 1 0 0 0 1 2 from site from nurser cKt. � s�uEsr 745-2211 Bk. Stake C*nter NOTE. These plans for governmental processing only. Not for construction., JON N 0 120 480 60 240 Scale i' a 120' J a t fc� UlfREhIENT6 ORACLE ROAD - SUFFERYA 01: 5UFFERYAR0 '5' TOTAL LENGTH 1931, WIDTH 101, AREA 18,125 SQ.FT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/VINES, 190 LF X 10 TREE5/100 LF = 19 TREES REQUIRED, 19 SHOWN. 1'50 LF X 10 5HRU55/100 LF = 19 SHRU55 REQUIRED, 19 SHOWN. 190 LF X 15 ACCENTS/100 LF = 30 ACCENTS REQUIRED, 40 SHOWN. FOR GROUND COVER SEE NOTE *8 A 40' OPEN FENCE WiLL 5E PROVIDED. SUFFOLK DRIVE - BUFFERYARD 02 (BUFFERYARD 'B') LENGTH 354 LF, WIDTH 20', AREA 1,080 SQ.FT. TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 ,3HRUB5, 15 ACCENT6/FLOWER5/VINES. 255 LF X 10 TREES/100LF = 26 TREES REQUIRED, 35 SHOWN. 255 LF X 10 SHRU56/10OLF = 26 SHRUBS REQUIRED, 44 SHOWN. 255 LF X 15 ACCENTS/10OLF = 39 ACCENTS REQUIRED, 39 SHOWN. FOR GROUND COVER aEE NOTE s8 A 40' DECORATIVE MASONRY WALL WiLL SE PROVIDED. BUFFERYARD 03 (BUFFERYARD 'D' ) TOTAL LENGTH ISO', WIDTH 25', AREA 4,150 5F TYPICAL REQUIRED AMOUNT OF PLANTS PER 100': 10 CANOPY TREES, 10 SHRUBS, 15 ACCENTS/FLOWERS/VINE5. 190 LF X 10 TREES/100 .LF = 21 TREES REQUIRED, 22 SHOWN. 190 LF X 10 SHRU58/100 LF = 19 SHRU55 REQUIRED, 24 SHOWN. 190 LF X 15 ACCENTS/100 LF = 30 ACCENTS REQUIRED, 25 SHOWN. FOR GROUND COVER SEE NOTE 08 A 40' OPEN FENCE WiLL. 5E PROVIDED. AMENITY LANDSCAPING REQUIREMENTS: PROPERTY AREA: 82,164 BUILDING AREA: 19,318 BUFFERYARD AREA: 29;555 + 1150 = 31,105 SF (INCLUDES UTILITY EASEMENT iN THE SOUTH, DOES NOT INCLUDE ORACLE RO.W AREA OF BUFFERYARD 03) GROSS PARKING AREA: 25,141 THE AMENITY LANDSCAPE REQUIREMENTS SHOULD BE 10% OF THE GROSS PARKING AREA OR 2,514.1 S.F. THESE REQUIREMENTS CAN BE SATISFIED WITH ANY LANDSCAPING PROVIDED iN ADDITION TO 5UFFERYARD REQUIREMENTS. TOTALLY, 262631 SOFT. OF LANDSCAPING ARE PROVIDED WITHIN THE PARKING AREA. 61 TE LOCATION �IAF A PORT ION OF I'm 1/3GMILE NE. 1/4, SECTION 8, T. 13 S., R. 14 E. NOTE5 1. AREA: Gross area of the property is 1.9508 acres. 2. ZONING: Existing conditionally approved zoning for subject property is TR 3. FiNiSH GRADING: Finish grading of the landscape areas around the base of each tree and shrub shall be depress from existing ground level to enhance moisture storage for the plant. 4. IRRIGATION: The landscape will be irrigated by a permanent underground drip irrigation system operated by automatic controller. 5. SiTE V15151LiTY TRIANGLES: Materials within site visibility triangles shall be placed so as not to interfere with a visibility plan described by two horizontal lines located 30 inches and 12 inches above finished grade of the roadway surface. 6. MAINTENANCE: The landscaped areas and the set aside areas/open spaces will be maintained by the owners or their successors. 8. GROUND COVER: Bufferyard areas, disturbed areas adjacent to bufferyards and detention/retention basins otherwise not covered with rip rap shall be spread with 2' thick, 3/4' minus decomposed granite. Color to be selected by landscape architect. 9. This plan conforms to the document titled 'Site Analysis, 5utterfield Crossing, Buslness/Profees Iona I Offices, Oracle Road at Suffolk Drive, Tucson, Arizona,' dated May 20 1999. CO 0-98942 OWNER Rio Equity Group LLC 326 South Wilmot - Suite A100 Tucson, AZ 85111 Contact: Walter Hoge P1202-01�; Cog-98-42 J05 NO.: 0231 SHEET NUMBER: L-1 1 oF 2 �. I I Nommu. Property boundary Nursery area 367 Plants identified in the inventory y„ (see sheet 2 ) r OWN ®Ara erTIME VJ W ' CALL FOR THE BLUE STAKES F"A 00.145-2e11 OUTUDE PMMA COUNTY 1-800-782-5348 WE STAKE CENTER 30 120, ina M i T i AT i ON CALCULATION6 Z TOS: Transplants on site of viable Plants T.O.S SUPPLEMENTS: For every TOS additional plants p are provided (Ratios vary) MIT PLANTS: '4abls ants {o be removed (require mitigation) MIT REPLAc T For every MiT plant additional plants are provided. (Ratios var) PIP c ITS NET MITIGATION: TOS supplements MIT Replacements - PIP Credits SIZE rasa Ratio Ratio 3:. Acacia nonstricta I 1 3 0 5 (4) 15 ga1 2 box Acacia greggil 1 0 0 0 2 )1 a (0) 24 ox Cerci iun m cr llum 1 22 1 45 21 46 l31)15 a i (15) 24'box s Ratio 1:1. Ratio 2:1. celtis l2allida 1 1 ® 0 0 1 a cacti Carneglea gigantea 1 total 12 total 0 0 0 i2 (12) > 2' from site, >=4' from nursery 2 saguaros <b' Ratio 1:1 = 2 5 saguaros >V Ratio 2:1 = 10 erocactus wis izeriil Ratio :Z 1 0 0 12 i > of D uccu eats Fougulerla s lendens 1 l () 2 from site from nurogN r 5 e r v� L AREA: The total area of the site is approximately 1.135 acres. 2_METHODOLOGY: This Native Plant Preservation Plan utilizes the Pima County Selective Plant Preservation Methodology. 3. TAGGING: Before the issuing of grading permits, all viable inventoried plants proposed for preservation -in -place (PiP), transplanted -on -site (TOS) and removed from site () shall be tagged with their assigned numbers and color -coded as recommended by this Preservation Plans White = PiP Blue TOS Red - F;�FS 4. NURSEI®Y: A tlemporary nursery will be utilized at this site at the approximate location shown on plan. 5. TRANSPLANTING: All salvage and transplanting operations will be performed by a landscape contractor lie sed in the State of Arizona. Transplanting will be performed by tree -spading. Mistletoe infections will be owed from specimens before transplanting. &. WATERING: Water truc shall provide water to transplanted plants until permanent lines are in place per landscape,. plans. A licensed contractor shall perform all salvage and transplanting. 1. SAGUAROS AND CACi: Young saguaros, less than tree feet in height will be transplanted below 'nurse' plants (i.e. mature: mesquite, pa to verde or acacia trees) such that the overlapping tree canopy provides partial shade and protection. provide artificial shade for a season, or plant under a tree or 4rub unless the cactus or saguaro three feel. or greater in height was originally growing in full sun. All salvaesd Saeuaroa and, cacti will be transplanted with the same sun orientation as their original location. All saguaros will be planted away from the sphere of influence of any irrigation designed for a nurse plant. The north side of all cacti programmed for transplanting shall be marled prior to removal to insure proper orientation In their new location. S. GRADING: All Salvage work shall be done prior to grading of the site. 9. LANDSCAPE PLANS/GRADING PLANS: All native vegetation mitigation, salvage and preservation plans shall be integrated into the landscape plans. The landscape plans, and associated Grading plans , shall be accompanied by restrictive notes, which refer to the requirements of the 'reservation plan. 10. FEDERAL ENDANGERED SPECIES ACT: This preservation plan shall also be in conformance with the 1=eder l Endangered Species Act and Arizona Native Plant Law 11. MONITORING/PLANT REPLAC M NT: The assi i8 d Monitor for this project is Novak Environmental, inc. 52-206-0✓91. On site monitoring of all aspects of site construction and grading shall follow Pima County's zoning code sections 1 .12.110 and18.712.120. and shall be at the expense of the developer during construction and at one year after final inspection to insure the protection of preserved plants. Monitorine shall be verformed by an individual qualified in natural resource identification and protection and be approved by Pima County. A preserved in place, transplanted, replacement or supplemental plant identified in the monitor's status report or the county's f'leld inspection report as dying or as havire died during project development will be replaced by the property owner within three months of the report's completion. The plants will be replaced with viable plants of the same species of uniform shape and repreeentative of the species and equal or gr titer caliper as the replaced plant. Or replaced with two or more plants of the same species with a minimum of fifteen (15) gallon can size and total appraised replacement value equal to or greater than the appraised value of the replaced plants. The owner will take action within a shorter period of time if required to improve the health of stressed plants and to prevent plant loss. 13. HARVESTiNG PROCESS- This project will not provide for the harvesting process. 14. FENCING: Protective fencing and barricades: For the duration of the development project, temporary physical barriers, minimum six for (6 9 high wood or chain link fence, will be erected around preserved - In -place and transplanted specimens regardless of whether or nor a bonus credit is claimed. Th urpose of the fencing and barriers is to provide protection against ground disturbance and damage from the impacts of construction activity and the development process. Grading will not encroach inside the fenced areas- Physical barriers so erected will extend beyond the drip line of preserved in place plants for a distance equal to or Greater than one quarter (1/4) of the width of the tree or shrub and equal to or reater to one quarter (1/4) of the height of a cactus. Preserve in place and replacement trees with a caliper greater than twelve inches and preserve in place and replacement saguaro greater than 10' in height located inside rading areas will be protected during the development process by fencing in conformance with this note. Fencing and barricades will remain throughout the construction and development process. 15. RESTRICTIVE NOTES: The development Plan, Grading Plan and associated Landscape Plan shall be accompanied by restrictive notes which refer to the requirements of the Freservation Plan. lb. CHANGES: Any changes in grading limits or development layout will be submitted to the Planning Department to determine if a revised preservation plan will be required. I'll. Professional standards and professional practices for the salvaging and transplanting of protected native plants will be followed. l.D.# Botanical Name Caliper inches Multi Trunk Hei ht Feet In -situ ViabilityNotes Transplant" Ratin Notes PIP TOS Mit. RFS 1 Carne iea i antes 10 M scar at base M TOS �x 2 Ferocactus wislizenii 2 M M TOS 3 Ferocactus wislizenii 2 H H TOS 4 Ferocactus wislizenii 2 H H TOS 5 Acacia constricts 4 7 M mistletoe, insects M TOS 6 Acacia constricta 4 7 M mistletoe, insects M M N 7 Cercidium microphyllum 12 14 H H M 8 Cercidium microphyllum 12 13 H H M 9 Cercidium microphyllum 10 10 H H TOS 10 Cercidium microphyllum 10 10 H H TOS _ 11 Cercidium microphyllum 8 9 H H TOS 12 Cercidium microphyllum 10 10 H H a TOS _ 13 Cercidium microphyllum 10 9 H H TOS 14 Cercidium microphyllum 9 9 H interference L interference M 15 Cercidium microphyllum 6 8 L insects, dead wood L ase '-- _�.mm.a. y bad base—'---'-- RFS 16 Cercidium microphyllum 12 13 L bad base, dead wood L RFS 17 Carne iea gigantea 8 H H TOS 18 Ferocactus wislizenii 2 H H R TOS 19 Cercidium microphyllum 9 12 M dead wood L interference M T 20 Cercidium microphyllum 8 8 M L interference M 21 Cercidium microphyllum 6 10 M L M 22 Cercidium microphyllum 10 11 L bad base, dead wood L RFS 23 Cercidium microphyllum 10 10 L bad base, dead wood L dying.RFS 24 Cercidium microphyllum 8 12 L dead wood, nice tips L RFS i 25 Cercidium microphyllum 6 10 M dead wood M TOS 26 Fouquieria splendens 2 H H TOS 27 Cercidium microphyllum 10 13 M bad base L M 28 Cercidium microphyllum 6 10 H H TOS 29 Cercidium microphyllum 10 10 M dead wood M M 30 Cercidium microphyllum 7 10 M M TOS 31 Cercidium microphyllum 7 9 L mistletoe, dead wood L bad base RFS 32 Cercidium microphyllum 5 8 M L scrawny M 33 Cercidium microphyllum 10 12 H H M 34 Cercidium microphyllum 6 8 L bad base L RFS 35 Prosopis velutina 7 9 L insects, dead wood L bad base RFS 36 Acacia constricts 4 14 L mistletoe, dead wood L bad base RFS 37 Celtis pallida 4 10 H M hue TOS 38 Prosopis velutina 10 12 L bad base, dead wood L RFS 39 Acacia constricta 5 10 L bad base, dead wood L RFS 40 Acacia greggii 5 10 M dead wood M TOS 41 Acacia constricta 4 12 L insects, dead wood L bad base RFS 42 Cercidium microphyllum 6 6 M dead wood L rocky M 43 Cercidium microphyllum 6 7 H H TOS 44 Cercidium microphyllum 12 14 H 2reat M big M 45 Cercidium microphyllum 10 12 M M TOS 46 Cercidium microphyllum 12 15 L declining L huge RFS 47 Cercidium microphyllum 10 10 L declining L RFS 48 Cercidium microphyllum 9 10 L bad base, dead wood L RFS 49 Cercidium microphyllum 10 10 L bad base, dead wood L RFS 50 Cercidium micro h Ilum 11 13 L bad base, dead wood L RFS 51 Ferocactus wislizenii 2 H H H L mistletoe, insects _T L bad base mistletoe, insects bad base mistletoe, insects L bad base insects L L TOS 52 Ferocactus wislizenii 2 H TOS 53 Acacia constricta 4 7 L RFS 54 Acacia constricta 5 9 L RFS 55 Acacia constricta 5 9 L RFS 56 Acacia constricta 5 9 L RFS 57 Prosopis velutina 12 20 L RFS 58 Acacia constricta 4 10 L RFS _ 59 Carne iea gigantea 1.5 H dead wood, mistletoe" u= H bad base TOS RFS 60 Cercidium microphyllum 8 7 L L 61 Carne iea gigantea 6 H _- - H TOS 62 Cercidium microphyllum 12 12 M dead wood, mistletoe _ L M 63 Cercidium microphyllum 14 8 L dead wood, mistletoe L bad base R-S 64 Carnegiea gigantea 8 H , H TOS 65 Cercidium microphyllum 12 9 L !dead wood, mistletoe s bad base RFS 66 Cercidium microphyllum 6 8 H M TOS 67 Cercidium microphyllum 6 8 H L dead tree leaning on it TOS TOS M Iui 68 Ferocactus wislizenii 2 H H 69 Carnegiea gigantea 4 arms 24 H M 70 Cercidium microphyllum 12 8 H nurse plant M 71 Came iea i antes 4.5 H H TOS 3 - 72 Cercidium microphyllum 12 10 H M interference PIP 73 Cercidium microphyllum 12 10 H M interference PIP „ 74 Cercidium microphyllum 20 12 M a lot of mistletoe, dead wood L large PIP i t 75 Cercidium microphyllum 14 12 L in decline L PIP 76 Cercidium microphyllum 12 10 1 L severe dead wood L in decline, bad base PIP 77 Cercidium microphyllum 10 10 L dead wood, mistletoe L bad base PIP » 78 Cercidium microphyllum 10 8 L in decline L dead wood PIP a 79 Cercidium microphyllum $ 1 7 H H PIP 80 Cercidium microphyllum 1 14 10 H some dead wood L large PIP �a INVENTORY TOTALS Qty Inventoried Total P.I.P. T.O.S. TOS* Mit. Target Actual Viables PIP or TOS PIP or TOS Trees Acacia constricts 10 2 0 1 0 1 1 50% 1 50% Acacia greg ii 1 1 0 1 0 0 1 50% 1 100% Cercidium microph Ilum 50 31 5 11 0 15 16 50% 16 52% Prosopis velutina 3 0 0 0 0 0 0 50% 0 0% sub -total 64 34 5 13 0 16 17 18 Shrubs Celtis pallida 1 1 0 1 0 0 1 50% 1 100% sub -total 1 1 0 1 0 0 1 1 Cacti Camegiea igantea 7 7 0 7 0 0 6 80% 7 100% Ferocactus wislizenii 7 7 0 7 0 0 4 50% 7 100% sub -total 14 14 0 14 0 0 9 14 Succulents Fouquieria splendens 1 1 0 1 0 0 1 50% 1 100% sub -total 1 1 0 1 0 0 1 1 Totals 80 50 5 29 0 16 27 1 1, 34 P.I.P CREDIT CALCULATIONS Saguaro Saguaro Other Cacti Ironwood Ironwood Trees Trees Ocotillo Yuccas Shrubs Totals Size 6'-10' H >10'H >=4" D or 4" H 6" -12" C >12" C 6-12" C >12"C >=6' H >=4' H >4' H Ratio 2:1 3:1 2:1 2:1 3:1 2:1 3:1 2:1 2:1 2:1 Trees Cercidium microphyllum 6 3 21 Shrubs Cacti Succulents t'-011T IGAT IOC CALCULATION6 T05: Transplants on site of viable plants T.O.S SUFPLEMENT81: For every TOE) additional plants are provided (Ratios vary) MIT PLANTS: viable to plants removed (require mitigation) MIT REPLACEMENT For every MiT plant additiona 1 plants arerovided. (Rat os var) PIP CREDITS NET MiTiGATION: TO$ Supplements MIT replacements - PIP Credits SIZE Trees Ratio 2:1. Ratio 3:I. Acacia constricta Acacia cireacill CerCldium m cro Ilum I 11 2 22 0 15 3 0 45 0 21 5 2 46 (4)15 gaf (1) 24'box (2)15 aal (0) 24 'box (31)15 al (15) 24'box sRatio 1:1. Ratio 2:1. Celtis allida 1 1 0 0 0 1 a Cacti Carnegiea gigantea '1 tote I 12 total 0 0 0 12 (12) > 2' from site, >=4' from nursery 2 sa uaros 4' Ratio 1:1 = 2 5 saguaros x6' Ratio 2:1 = 110 erocactus wislizenii Ratio 1:1 0 0 0 i > of D ants &t10 i:1. �Touciuierla s lendens I i i 1 (1) 2 from site 4' from nurser P1202 -013 Go9-98-42