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HomeMy WebLinkAbout21-1425 _ D vAP .. City of"Zephyrhills PERMIT"'NUMBER` ►►an►un - 5335 Eighth Street " Zephyrhills, FL 33542 BAR-001425-2021 Phone: (813)780-0020 Fax: (813)780-0021 Issue Date: 02/23/2021 Permit Type: Add/Alter (Residential) Property Number Street Address. .1126 21 0010 06400 0131 5504 5Th Street -Owner Information Permit Information Contractor Information Name: ANGEL&DONNA PACHECO Permit Type:Add/Alter(Residential) Contractor: LRE GROUND SERVICES Class of Work:Add/Alter Residential INC Address: 5504 5Th St Building Valuation:$13,094.00 ZEPHYRHILLS,FL 33542 Electrical Valuation:$1.00 Phone: (813)388-3910 Mechanical Valuation:$1.00 Plumbing Valuation:$1.00 Total Valuation:$13,097.00 Total Fees:$158.21 Amount Paid:$158.21 Date Paid:2/23/2021 10:22:OOAM Project Description FOUNDATION STABILIZATION Application Fees Building Permit Fee $105.47 Building Plan Review Fee $52.74 REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each subsequent reinspection. Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permit required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording,your notice of commencement." Complete Plans,Specifications add fee Must Accompany Application.All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. CONTRACTOR SI RE PE IT OFFICE PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date-Rcicelved Phone Contact for Permitting 352 796 -0229 aa!!!!aa aaaaa Owners Name Angel &Donna Pacheco Owner Phone Number 813-388-3910 owner's Address 1 5504 5th St., Ze h rhills, FL 33542 Owner Phone Number 813-361-9577 Fee Simple Titleholder Name I N/A Owner Phone Number Fee Simple Titleholder Address N/A JOB ADDRESS 5504 5th St Ze h rhills FL 33542 LOT# 3 14 15 1 SUBDIVISION City ofZe h rhills PARCELID# 11-26-21-0010-06400-0131 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED B NEW CONSTR e ADD/ALT © SIGN = = DEMOLISH INSTALL REPAIR PROPOSED USE ® SFR Q COMM = OTHER TYPE OF CONSTRUCTION ® BLOCK = FRAME = STEEL = DESCRIPTION OF WORK Foundation stabilization with helical piers BUILDING SIZE 1 1 StOrV SCI FOOTAGE 1584 HEIGHT =BUILDING $ 13,094.00 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY = W.R.E.C. =PLUMBING $ =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION =GAS = ROOFING 0 SPECIALTY = OTHER v FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO BUILDER f COMPANYLXNE 601M�&5562� ` " SIGNATURE REGISTERED I N FEE CURREN I Y/N Address License# ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/N FEE CURREN Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/N FEE CURREN Y/N Address License# MECHANICAL COMPANY SIGNATURE REGISTERED YIN FEE CURREN Address License# OTHER COMPANY SIGNATURE REGISTERED Y/N FEE CURREN Address License# !!!!!!!!�! �!!!!!!!!a!a! �!■■■■■■■aalalaa!■a!!!!!!l �aala!lasaala>t!laal RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date.Required onsite,Construction Plans,Stonmwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster;Site Work Permit for subdivisions/large projects COMMERCIAL Attach(2)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortes.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date.Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required.(A/C upgrades over$7500) Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (copy of contract required) Reroofs if shingles Sewers Service Upgrades A/C Fences(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..needs ROW 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department NOTICE OF DEED RESTRICTIONS:The undersigned understands that this permit may be subject to"deed"restrictions"which may be more restrictive than County regulations.The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES:If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance with state and local regulations.If the contractor is not licensed as required by law,both the owner and contractor may be cited for a misdemeanor violation under state law.If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847-8009. Furthermore,if the owner has hired a contractor or contractors,he is advised to have the contractor(s)sign portions of the"contractor Block"of this application for which they will be responsible.If you,as the owner sign as the contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES:The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings,or expansion of existing buildings,as specified in Pasco County Ordinance number 89-07 and 90-07,as amended.The undersigned also understands,that such fees,as may be due,will be identified at the time of permitting.It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release.If the project does not involve a certificate of occupancy or final power release,the fees must be paid prior to permit issuance.Furthermore,if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended):If valuation of work is$2.500.00 or more,I certify that I,the applicant, have been provided with a copy of the"Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs.If the applicant is someone other than the"owner",I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT:I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development.Application is hereby made to obtain a permit to do work and installation as indicated.I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction,County and City codes,zoning regulations,and land development regulations in the jurisdiction.I also certify that I understand that the regulations of other government agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance.Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone W"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction.I understand that a separate permit may be required for electrical work,plumbing,signs,wells,pools,air conditioning,gas,or other installations not specifically included in the application.A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of error$in plans,construction or violations of any codes.Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced.An extension may be requested,in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension.If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, FLORIDA JURAT(F.S.117.03) OWNER OR AGENT CONTRACTOR C:k-v—) �J Subscribed and bsworn to(or affirmed)before me this Su scribed and sw to(*�u it d)be or me thiki yby�CJ Who is/are personally known to me or has/have produced Whois/are personally known to me_or has/ ave produced as identification. as identification. Notary Public A A 4"'\ Notary Public Commission No. Comm' s' n o. I-Y�J 3 Z•��"l � I l �ki Af.-:/ �'F(LfrY1 T Name of Notary typed,printed or stamped Name of Notary typed,pri ted o� r stamped r"r��••.. JENNIFERHARRIate of]Florida d Commission q HH 032999 r� My Comm.Expires Nov 11,2024 Bonded through National Notary Assn. ,S STARK 4400 NE 77th Ave,Suite 275 FOUNDATIONS Vancouver,WA98662 P: 360.566.7343 E: starkd@starkfdn.com STRUCTURAL CALCULATIONS PREPARED FOR LRE FOUNDATION REPAIR FOR PACHECO RESIDENCE FOUNDATION REPAIR 5504 5TH STREET ZEPHYHILLS, FLORIDA, PROJECT NUMBER: 21.0101RE DATE: January 18, 2021 PROJECT MANAGER: DANIEL STARK, P.E. � olL W4 ALL WOI K SHAU-CO�fiPL�'VVI e H PREVAILING ��� �rLORMA BUILDING CODE, `.��Q�,.•��C E N SF•.FJ,�; CODES , NATIONAL ELI~CTRIC CODE' _z No. 64240 AND THE CITY OF ZEPHY�tI-TILLS — ORDINANCES = _ STA E 0 OR AT iT ov iv11N�� 1pkgA sYjX STARK 4400 NE 77th Ave,Suite 275 aFOUNDATIONS Vancouver,WA98662 P: 360.566.7343 E: starkd@starkfdn.com January 18,2021 Project No.: 21.0101RE Yasmin Garcia LRE Foundation Repair PO Box 10263 Brooksville,Florida 34603 RE: Foundation repair-5504 5th Street,Zephyhills, Florida PROJECT BACKGROUND We understand that the structure is a single-family residence and has experienced settlement at the front elevation of the structure. A recent floor level survey(attached)indicates as much as—1"of differential settlement may have occurred. It is our understanding that(6)2 7/8 inch diameter helical piers have been proposed to provide additional foundation support. - 7 1 9' 1 Image 1:Front Elevation GEOLOGIC SETTING The existing structure is located in Zephyhills, Florida. The geologic structure in the area is comprised of loamy sand and the site is gently sloping. It is our opinion that the localized settlement is a result of improper foundation drainage and/or undersized footings. We believe'that suitable . - support can be achieved by installing helical and/or push piers. SUMMARY. The ultimate load requirement for the helical piers is 12000 Ibs and based on the geologic setting,we expect the piers to achieve adequate capacity at approximately 8—25 feet. We recommend that the piers with a 2 7/8 inch shaft and 10 inch diameter helix plate be installed to a minimum depth of 8 feet and a minimum installation torque of 1400 ft—Ibs,or refusal. Regards, p D w ,�,.��`�pN1EL Wq Daniel Stark,--P.E. C_ �Q�'•�.�... ENSE:• •J,:A Stark Foundations _Q c No. 64240.' '9 jST10 SIONA � /Jirtnn s FLOOR LEVEL SURVEY it ,j i I( I I v Ij k © . _- - - _L-" _ ©--- - 2T0" 24'6" rra-. ----- orch (P va ers l I� fL_-- - - 30'0"--------=- Date: 18-Jan-21 STARK W Foundation Underpinning Designed by: NDS FOUNDATIONS O 55045th Street 0 Zephyhills,Florida a Project No.:21.010.LRE Design Criteria Code(s): International Building Code(IBC)2015/2018 ASCE 7-10 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 200 psf/ft Chimney= 45 psf Active Pressure= 60 psf/ft Third Floor= 15 psf Second Floor= 15 psf First Floor= 15 psf Walls= 8 psf 8"Foundation Wall= 100 psf Soil= 110 psf Live: Roof(snow)= 0 psf Third Floor= 40 psf " Second Floor= 40 psf First Floor= 40 psf Wind: (not applicable) Exposure D Risk Category= II Wind Speed,V= 137 mph K2t= 1.0 Gust Effect Factor,G= 0.85 Kd= 0.85 Internal Pressure Coefficient,GCP;_ -0.18 Kz= 0.98 External Pressure Coefficient,Cp= 0.8 Height,hZ= 30 ft Design Wind Pressure: Design Load Combo=D+0.6W where: pW=qz(GCp-GCp;) w=0.6 qz=0.00256 Kz Kzt Kd V2 Therefore: qz= 40.0 psf pW= 34.4 psf Factored Wind Pressure,p'W= 20.7 psf(say 16 psf) Date: 18-Jan-21 STARK A� W Foundation Underpinning Designed by:NDS FOUNOAT1ONS O 5504 5th Street 0 Zephyhills,Florida a Helical Pier Design-Worst Case Project No.:21.O1O.LRE Vertical Design Loads: Tributary Widths: Roof= :,� 20,X+It -------> 300 plf Third Floor=- 0 °:ft ---- > 0 p(f Second Floor= 0 It > 0 plf First Floor= 4 ft —-----> 60 plf Walls=- S It ------> 64 pif Foundation Wall(height)= 2:- It -------> 200 pif Soil(height)__ i " ,It -------> 110 pif EDL= 734 Of Live: Roof(snow)= 20 ft -------> 0 plf Third Floor= 0 ft -------> 0 pif Second Floor= 0 ft —-----> 0 pif First Floor= 4 It -------> 160 plf fLL= 160 plf Max Pier Spacing or Trib= It Pier Working Loads: Ppt,= 4404 Ibs 0.75*PLC= 720 Ibs Working Load,Pn.= 6000 Ibs Ultimate Load,PUNT= 12000 lbs Pier Design: Pier Type:Helical Pier Bracket: FS2888L . Bracket Cap= 25300 Ibs Therefore ok Reference]CC report(attached) Shaft Diameter:2.875" Installation Torque,T- Quit=2 Quit=K,(T) where Kt=helix torque factor(ft-1)according Shaft Dia Kt 120 12400 Ibs to the following table: 2.375 10 2.875 9 3.5 7 Therefore,T=Quit J Kt Allowable TsHAFr= 8200 ft-lbs Therefore ok 4.5 6 1333 ft-Ibs LEGEND �.� �p; . ,P, 1& INDICATES HELICAL PIER k ``��Q� .•�\ E NSF.• UNFACTORED DESIGN LOAD `�`Z`:'• �' (KIPS). SEE DTL 2 _Z No. 64240 = ST TE OF F R \ "1111SSZO........../ NA\- 6K 6K 6K 767K8'-0' 6'-0' 6'-0' 6' 6K 6K 25'-0' 2'-0' 2'-0- PARTIAL FOUNDATION REPAIR PLAN J BACKFlLL �--�� (E) GRADE . (E) SLAB C N ri . i '4 4 FOOTING BEYOND STANDARD BRACKET CHIP OUT POCKET IN (E) FOOTING FLUSH WTH FDN WALL POCKET (SUPPORTWORKS P/N FS2888L) WIDTH TO MATCH BRACKET WDTH 2 7/8.0 EXTENSIONS (5' OR 7') (SUPPORTWORKS P/N HP287E5 OR HP287E7) 2 7/8'0 x 5' LEAD W/AN 8'0 NOTE PILE EMBEDMENT SHALL BE & 10.0 HEUX (SUPPORTWORKS 8'-0' MIN INSTALLED PER THE P/N HP287L5H80-3850) TORQUE CORRELATION METHOD TO ACHIEVE 2X DESIGN LOAD NOTED ON THE FOUNDATION PLAN. �12 7/8"0 BOLTED HELICAL DETAIL. Me 3AM'�V ��•N```Q�OPN C E N FJ�FJ'�'••� =z: No. 64240 ST E OF 0 no '%SS/pNP- DES EVALUATION09 :. ® Originally Issued: 02/11/2020 Valid Through: 02/28/2021 SUPPORTWORKS, INC. 2.6 The capacity of the supported structure to transfer the 11850 Valley Ridge Drive design loads to the foundation system is outside the scope of Papillion,Nebraska 68046 this report. www.supportworks.com ikortannsupportworks.com 2.7 The effects of corrosion shall be considered, and adequate_sacrificial material shall be provided to maintain SUPPORTWORKS MODEL HP288 helical foundation support capacity for a period of 50 years. HELICAL FOUNDATION SYSTEM Table 1 shows the assumed effects of.corrosion on the shaft physical properties over the assumed 50-year period using CSI Section: moderately corrosive soil properties.The helical foundation 3166 00 Special Foundations system has not been evaluated for use in soil conditions that 31 6615 Helical Foundation Piles that are characteristic of a potential pier deterioration or corrosion situation as defined by the following: (1) soil 1.0 RECOGNITION resistivity less than 1,000 ohm-cm;(2)soil pH less than 5.5; (3) soils with high organic content; (4) soil .sulfate The structural and geotechnical performance of the concentrations greater than 1,000 ppm;(5)soils located in a Supportworks, Inc. (Supportworks) Model HP288 helical landfill, or(6)soil containing mine waste. foundation system, recognized in this report, has been evaluated for use as an alternative to prescriptive foundations 2.8 When use of helical foundations falls outside the and footings for residential occupancies and comply with the limitations of this evaluation report, or when capacities are intent of the following codes: in doubt,field testing may be used to determine the capacity' of the helical foundation systems. Where field tests are • 2018, 2015, and 2012 International Residential Code® required to confirm the capacity of a helical foundation (IRC) installation, these tests shall be supervised by a registered design professional. 2.0 LIMITATIONS 2.9 The helical foundation system,recognized in this report, Use of the Supportworks Model HP288 helical foundation is produced by: Behlen Technology & Manufacturing, system recognized in this report is subject to the following Omaha,NE;Behlen Manufacturing,Columbus,NE;or TSA limitations: Manufacturing, Omaha,NE. 2.1 Use shall comply with the provisions of the applicable 3.0 PRODUCT USE codes,the manufacturer's published installation instructions, and this report.Where conflicts occur in these provisions,the 3.1 General: Supportworks helical foundation systems most restrictive shall govern. function as foundation support at residential structures, additions, decks or accessory structures. The helical 2.2 The helical foundation system is for use in seismic design foundation systems uses include support of new categories A,B, and C. Use of the system in seismic design construction foundations or additional support of existing categories Do,D 1,D2,and E is outside the scope of this report. foundations. 2.3 Any required field welding shall be performed and 3.2 Design: The Allowable Stress Design (ASD) method verified in accordance with the provisions of the IRC. shall be used for design, considering all applicable limit states. The ASD capacity of the installed helical foundation 2.4 The building official may require a soil test in accordance shall be taken as the lesser of the individual ASD capacities, with IRC Section R401.4,where,based on quantifiable data, for the bracket(Pl), shaft(P2),helix plates (P3) or the soil the presence of questionable soil characteristics such as bearing capacity (P4). The individual and overall system expansive,compressible,or shifting soils are likely. ASD capacities for the helical foundation system are shown on Tables 2,3 and 4. 2.5 Allowable lateral load resistance capacities of the system are outside the scope of this report and shall be 3.2.1 Bracket Capacity(Pl):The concrete bearing strength determined by site specific testing or using an analysis has been evaluated in relation to bracket capacity.All other method acceptable to the building official. structural requirements and limit states applying to the concrete foundation, as described in AC1 318 (anchorage per Appendix D, punching (two-way) shear, beam (one- way)shear,and flexural(bending)related limit states),have t.� The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability and safety, as applicable,in accordance with IBC Section 104.11.This document shall only be reproduced in its entirely. Copyright©2020 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States. Ph:1-877-41ESRPT•Fax.909.472.4171 web:www.unifonn-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816—USA ISOnEC nose 0--- A —4:0 Finauct CLrb ration eoay UES EVALUATION REPORT o Originally Issued: 02/11/2020 Valid Through: 02/28/2021 not been evaluated in this evaluation report. Tables 2,3 and The FOS used for determination of Pa shall be as follows: 4 provide the ASD compressive strengths of the retrofit and • For compression capacity, when a geotechnical new construction brackets. report is not available,a minimum FOS=2.5 shall be used. 3.2.2 Shaft Capacity (P2): Portions of helical foundation • For compression capacity, when a geotechnical shafts in air,water or fluid soils are considered unbraced and report is available and the soil is considered shall be designed, by a registered design professional, as adequate,a minimum FOS=2.0 may be used. columns using appropriate engineering standards in • For tension capacity, a minimum FOS =2.5 shall accordance with the AISC 360. Soils that have a Standard be used. Penetration Test(SPT)blow count resulting in zero [weight of hammer (WOH) or weight of rods (WOR)] shall be The helical foundation maximum allowable soil axial defined as fluid soils. Testing in accordance with ASTM capacities(P4)are shown in Tables 2,3,and 4. D 1586 shall be used to determine the SPT blow counts.Any soils except fluid soils shall be deemed to provide the 3.3 General Installation: The helical foundation systems required lateral support to prevent buckling of systems that shall be installed using a manufacturer supplied drive are braced. When piers are unbraced in air, water or fluid adapter. Installers shall be trained and certified by soils, the unbraced length is the actual length of pier that is Supportworks. The drive.equipment shall include a method unbraced in air,water or fluid soils plus an additional 5 feet of monitoring torque during installation of the shaft sections. (1524 mm) when embedded into firm soil or an additional The torque monitoring equipment shall have the calibration 10 feet(3048 mm)when embedded into soft soil.Firm soils verified as necessary for the project requirements. The shall be defined as any soil with a SPT blow count of five or installer training and equipment calibration documentation greater. Soft soil shall be defined as any soil with a SPT shall be presented to the building official upon request. blow count greater than zero and less than five. For fully braced conditions and where the and piers do not extend in 3.3.1 Helical Pile Installation: Helical piles are installed air,water,or fluid soils,the shaft capacities shall not exceed with hydraulic drive equipment by rotating them into the the ASD shaft compression capacities shown in Tables 2 and ground until a suitable bearing depth and termination torque 3 of this report. is achieved. Extensions shall be added as necessary to reach the desired bearing depth.The extensions shall be joined and 3.2.3 Helix Plate Capacity (P3): The ASD compression bolted in accordance with the manufacturer's published and tension capacities of the individual helix plate diameters instructions.The bolts shall be snug-tight in accordance with (8, 10, 12 or 14 inches) are 40 kips (177.9 kN) For helical the AISC.The helical pile installation shall continue until the piles with multiple helix plates, the allowable helix plate appropriate installation torque is reached, indicating that the strength of the system (P3) is the total of the allowable helical foundation has achieved the desired bearing capacity. strengths of each helix. The torque-to-capacity ratio and appropriate factors of safety specified in Section 3.2.4 shall be used to determine the 3.2.4 Soil Capacity (P4): The maximum axial soil allowable soil capacity of the helical pile. The torque applied compression and tension capacities of the helical to a helical foundation during installation shall not exceed the foundations shall be limited to the capacities established by maximum rated torque specified in Section 3.2.4 applying the torque-to-capacity ratio(Kt)and the applicable factor of safety (FOS) to the final torque achieved during In the absence of data indicating the presence of questionable installation. The helical foundation system is allowed a Kt soils, and unless the building official determines that a soil of 9 ft-' (29.5 in-') and has a shaft torsional rating of 7,900 test is required,the helix plates shall bear in undisturbed soil ft-lb (10.71 kN-m). The maximum installation torque shall or engineered fill. The helix plates shall be installed below not exceed the shaft torsional rating. The allowable tension the regional frost line. For helical piles loaded in and compression soil capacity (Pa) for the helical compression,the uppermost helix plate shall bear at least 5D foundations are determined using the following equations: below existing grade, where D is equal to the topmost helix plate diameter.For helical foundations loaded in tension,the Pa=P„/FOS and: topmost helix plate shall bear at least 12D below existing P„=Kt x T,where: grade. Where the installation depth is less than 12D, the tension capacity shall be determined by a registered design P = Ultimate pile soil capacity(lb/N) professional based on site specific conditions and subject to Kt= Torque-to-capacity ratio(ft-'/m r) the approval of the code official. T= Final installation torque(ft-lb/N-m) FOS= Applicable factor of safety The helical foundations shall be positioned at the building support locations as specified on the design drawings. The Page 2 of 7 C0E ► ►Originally Issued: 02/11/2020 Valid Through: 02/28/2021 spacing between helical foundations (center to center of pile (HP288NCB or HP288NCB8)are embedded in new concrete shaft) shall be a minimum of three times the diameter of the footings. Both bracket systems are connected to the helical largest helix plate in adjacent helical foundations.For retrofit shaft to transfer the building load into the shaft. applications, the foundation shaft shall be installed at an angle of 2.5 ± 1.0 degree. For new construction pile 4.2 HP288 Lead and Extension Sections: The helical pile installation,the foundation shaft shall be installed at an angle lead sections (HP288L) consists of a central steel shaft with of± 1.0 degree from vertical. Adequate drainage shall be one or more factory-welded helix plates which are used to provided where appropriate to direct water away from the transfer the load from the shaft to the appropriate soil bearing foundation support locations. Where helical foundations are strata. Shaft extensions (HP288E) may also have factory- installed in or adjacent to slopes, the negative effects of welded helix plates and are connected to the lead section or drainage, erosion, and shallow failures shall be avoided in other extension sections with bolted coupling connections. accordance with IRC Section R403.1.7. The extension sections are used as necessary to extend the helical pile to the required bearing depth. 3.3.2 Bracket Installation: Once adequate pile depth and torsional resistance is reached, an appropriate cap or bracket The central steel shafts are produced from round,2.875-inch shall be attached to transfer the supported load to the helical (73 mm) outer diameter by 0.276-inch(7 mm)nominal wall foundation. For remedial foundation work, a retrofit bracket thickness hollow structural sections conforming to ASTM (Figure 1) that imposes an eccentric load on the helical A500 Grade B or Grade C.The shafts have a minimum yield foundations in accordance with design,may be used.For new strength of 60 ksi(413 MPa)and a minimum tensile strength construction applications where the piles are concentrically of 70 ksi (483 MPa). One end of the extension sections loaded and the pile caps are embedded in concrete, a new includes a factory-welded steel coupling and two steel construction bracket (Figure 2), may be used. For tension coupling bolts for connecting the lead and extension sections loads,the new construction bracket shall be through bolted to together. The lead and extension shaft finish is plain steel or the helical pile shaft using the bolts and nuts specified in hot-dip galvanized in accordance with ASTM A123. The Section 4.3. mechanical properties of the shaft under corroded or uncorroded conditions,as described in Section 2.7,with plain 3.4 Field reports: A helical foundation installation log shall steel or hot-dip galvanized coating are included in Table 1. be prepared describing the installation results and the soil axial capacities shall be determined from the installation data 4.3 Couplings: The HP288 extension shaft includes a in accordance with Section 3.2.4. Installers shall record all factory-welded,round,outer steel,coupling sleeve consisting helical foundation locations and types including shaft of a 6-inch-long(152 mm),31/2-inch-OD (89 mm)by 0.281- diameters,helix sizes and configurations,embedment depths, inch (7.14 mm) nominal wall thickness, hollow structural pile lengths and final torque readings. In addition, a torque section.The coupling sleeves conform to ASTM A513,Type profile shall be recorded for every project, and at least one 5, Drawn over a Mandrel (DOM), Grade 1026 having a out of every ten piles in multi-pile installations. minimum yield strength of 70 ksi(483 MPa)and a minimum tensile strength of 80 ksi(552 MPa).Each coupling includes A field report containing this information,along with the type two standard hex bolts and matching standard hex nuts. The of project,relevant details of the supported structure, sketch bolts are 1/4-10 UNC 2A standard hex bolts conforming to or drawing of the support locations with dimensions, the SAE J429,Grade 5,with a minimum yield strength of 92 ksi types of helical foundation brackets used at each location and (634 MPa) and a minimum tensile strength of 120 ksi (827 information related the connection of the brackets to the MPa). The matching nuts are 3/4-10 UNC 2B standard hex helical shaft and the supported structure,allowable soil axial nuts conforming to SAE J995, Grade 5. The bolts and nuts capacity based on torque-to-capacity ratio,and other relevant are zinc-coated in accordance with ASTM B633,with coating notes and comments as needed,shall be reviewed and sealed classification Fe/Zn 8. by a registered design professional. The report shall be submitted to the building official for approval within 10 days 4.4 Helix Plates: The helical bearing plates have a standard after helical foundation installation. pitch of 3 inches (76 min), are 0.375 inch (9.53 mm) thick, and are made from ASTM A572 Grade 50 steel plate material 4.0 PRODUCT DESCRIPTION having minimum yield strength of 50 ksi (345 MPa) and minimum tensile strength of 65 ksi (448 MPa). The helix 4.1 General:The Supportworks helical foundation system is plates are available in diameters of 8, 10, 12, and 14 inches a steel foundation assembly consisting of a lead shaft, shaft (203 nun, 254 mm, 305 mm, or 356 mm) and are factory extensions,and a retrofit bracket or new construction bracket. welded to the shafts in accordance with the manufacturer's The retrofit bracket(FS288BL2)is secured against and below quality control documentation. The helix plate finish is plain existing footings and the new construction brackets Page 3 of 7 'A ughEVALUATIONREPORT 6191. 0 Originally Issued: 02/11/2020 Valid Through: 02/28/2021 steel or hot-dip galvanized in accordance with ASTM A123 pile shaft using the same bolts and nuts as specified for the and matches the finish of the factory-welded shaft section. couplings(Section 4.3)and are intended to be embedded in new concrete foundations as illustrated in Figure 2. The 4.5 FS288BL2 Retrofit Bracket Assembly: The FS288BL2 brackets are manufactured from a 4.65-inch (118.1 mm) bracket assembly consists of an FS288BL2 bracket, an long,3'/z-inch(89 mm)OD by 0.250-inch(6.4 mm)nominal external pipe sleeve(FS288ES30)a cap plate(FS288C),two wall thickness steel pipe sleeve with a factory-welded 3/4- threaded rods and matching nuts. The assembly is illustrated inch thick (19.1 min) steel cap plate. The cap plates are in Figure 1 of this report. either 6-inch(152 mm)square(HP288NCB)or 8-inch(203 mm) square (HP288NCB8). The steel plate conform to 4.5.1 FS288BL2 Brackets: The FS288BL2 bracket is ASTM A36 with a minimum yield strength of 36 ksi (248 constructed from factory-welded, 0.250-, 0.3125-, 0.375-, MPa) and minimum tensile strength of 58 ksi (400 MPa). and 0.500-inch-thick (6.35 min, 7.94 mm, 9.53 mm, and The pipe sleeves conform to ASTM A513, Type 5, DOM, 12.7 mm) steel plates. The steel plates conform to ASTM Grade 1026 having a minimum yield strength of 70 ksi(483 A572, Grade 50, with a minimum yield strength of 50 ksi MPa) and a minimum tensile strength of 80 ksi(552 MPa). (345 Mpa) and a minimum tensile strength of 65 ksi (448 The bracket finish is plain steel or hot-dip galvanized in Mpa).The bracket finish is plain steel or hot-dip galvanized accordance with ASTM A123. The assembly is illustrated in accordance with ASTM A123. in Figure 2 of this report. 4.5.2 FS288ES30 External Sleeve: The external sleeve 6.0IDENTIFICATION (FS288ES30) is manufactured from a 30-inch-long (762 mm), 31/2-inch outside diameter (89 mm) and 0.216-inch Supportworks helical foundation systems are identified by (5.49 mm) nominal wall thickness pipe conforming to the report holder's name, Supportworks, Inc., the ASTM A500, Grade B or C, having a minimum yield manufacturing location identifier, helical foundation model strength of 50 ksi(345 Mpa)and a minimum tensile strength name, and evaluation report number- (ER-691). The of 62 ksi (427 Mpa). One end of the external sleeve has a identification also includes the IAPMO Uniform Evaluation 1.00-inch long(25.4 mm)section trumpeted to a final outer Service Mark of Conformity as shown below: diameter of 4.00 inches (101.6 min). The sleeve finish is plain steel or hot-dip galvanized in accordance with ASTM A123. IA 4.5.3 FS288C Cap Plate: The FS288C cap plate ,is P M p U E S produced from a 1-inch-thick(25.4 mm),4-inch-wide(102 E S mm), 8.25-inch-long (210 mm) steel plate. The plate complies with ASTM A572, Grade 65,having a minimum or yield strength of 65 ksi (448 MPa) and a minimum tensile strength of 80 ksi(552 MPa).The cap plate assembly finish IAPMO UES ER-691 is plain steel or hot-dip galvanized in accordance with ASTM A123. 4.5.4 Threaded Rod and Nuts: The cap plate is connected to the bracket with two 3/4-inch-diameter by 16-inch-long (19.1 mm by 406 mm)threaded rods,and matching 3/4-inch (19.1 mm)heavy hex nuts.The 3/4-inch-diameter(19.1 mm) steel threaded rods conform to ASTM A193, Grade 137, having a minimum yield strength of 105 ksi(724 MPa)and a minimum tensile strength of 125 ksi (862 MPa). The matching 3/4-inch-diameter(19.1 mm) steel heavy hex nuts conform to ASTM A563 Grade DH or DH3,or ASTM At 94 Grade 2H. The threaded rods and nuts are zinc-coated in accordance with ASTM 13633, with coating classification Fe/Zn 8. 4.6 HP288NCB and HP288NCB8 New Construction Brackets: The HP288NCB and HP288NCB8 new construction brackets are fastened to the top of the helical Page 4 of 7 ve II ' ' ' • 69,Originally Issued: 02/11/2020 Valid Through: 02/28/2021 7.0 SUBSTANTIATING DATA 8.0 STATEMENT OF RECOGNITION The following documentation has been provided and This evaluation report describes the results of research evaluated in accordance with IAPMO-UES EC 027-2019 carried out by IAPMO Uniform Evaluation Service on the "Evaluation Criteria for Helical Foundations for Use under Supportworks helical foundation system to assess the International Residential Code": conformance to the codes shown in Section 1.0 of this • Reports of field and lab testing to establish structural report and documents the product's certification. The capacity and torque-to--capacity ratio for Supportworks Supportworks helical foundation system is produced at helical foundation system. .Test results are from locations noted in Section 2.9 of this report under a quality laboratories in compliance with ISO/IEC 17025. control program with periodic inspection under the • Manufacturer's descriptive literature, quality control supervision of IAPMO UES. documentation,and installation instructions. Brian Gerber,P.E.,S.E. Vice President,Technical Operations Uniform Evaluation Service Richard Beck,PE,,CBO,MCP Vice President,Uniform Evaluation Service GP Russ Chaney CEO,The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.ors or email at infoauniform-es.ore TABLE 1—MECHANICAL PROPERTIES OF HP288 SHAFT Uncorroded After 50-Year Corrosion Loss Mechanical Properties Hot-dip Plain Steel Plain Steel Galvanized Steel Steel Minimum Yield Strength,Fy 60 ksi 60 ksi 60 ksi Steel Minimum Ultimate Strength,Fu 70 ksi 70 ksi 70 ksi Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi Nominal Wall Thickness 0.276 in. 0.276 in. 0.276 in. Design Wall Thickness 0.257 in. 0.221 in. 0.247 in. Outside Diameter,OD 2.875 in: 2.839 in. 2.865 in. Inside Diameter,.ID 2.361 in. 2.397 in. 2.371 in. Cross Sectional Area,A 2.11 in2 1.82 in2 2.03 in2 Moment of Inertia,1 1.83 in4 1.57 in 1.76 in4 Radius of Gyration,r 0.93 in. 0.93 in. 0.93 in. Elastic Section Modulus,S 1.27 in3 1.10 in3 1.23 in3 Plastic Section Modulus,Z 1.77 in3 1.52 in3 1.70 in3 For SI: 1 inch=25.4 mm,1 kip=1,000 Ibf=4.448 kN,1000 psi=1 ksi=6.9 MPa Page 5 of 7 S' IVALUATION REPORT Number: IF o Originally Issued: 02/11/2-020 Valid Through: 02/28/2021 TABLE 2-HP288 WITH RETROFIT BRACKET-ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part , Helix(P3)4 Soil FOS=2 Soil Foundation Foundation 1 Sleeve Part No. Bracket Description Bracket Shaft No. (P1)2 (P2)3 .(Per Helix (P4)5 FOS=2.5 System with System with Plate) (P4)5 Soil FOS=26 Soil FOS=2.56 FS288BL2 FS288ES30 HP288 Low Profile 2 24.0 63.6 40.0 35.5 28.4 24.0 24.0 FS288BL2-G FS288ES30-G Bracket w/30"sleeve 26.8 1 71.1 40.0 35.5 28.4 26.8 26.8 For SI:1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN 'Part numbers with"G"suffix indicate hot-dip galvanized coating.Part numbers without a"G"suffix indicate plain steel. 2Bracket capacities are based on full scale load tests and assumes a minimum concrete compressive strength(f c)of 2,500 psi(17.24 MPa). 3Shaft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. 4Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). 5Soil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 6Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. Nuts each end (HWH8N-Z-075) Cap (FS288C) 'EXISTING Threaded Rod :STRUCTURE (HWTRS210-Z-075=16) Low Profile 2 Bracket (FS288BL2) ,• ' �,%j/\,f.\i� I .mil j\;.. 30'Sleeve (FS288ES30)' Pier Shaft Coupler Coupler Bolts and (HWS5&Z-075.425 and HWSJ5N-Z-075) FIGURE 1-FS288131_2 RETROFIT BRACKET AND SHAFT ASSEMBLY TABLE 3-HP288 WITH NEW CONSTRUCTION BRACKET-ASD COMPRESSION CAPACITIES Bearing Plate Minimum Edge Allowable Compression Capacity(kips) Concrete Helix(P3)4 Soil Soil Foundation Foundation Bracket Part No.' Dimensions Distance Bracket Shaft (in) Compressive "A"(in) (Pl)2 (P2)3 (Per Helix F05=2 FOS=2.5 System with System with Strength(psi) Plate) (P4)5) (P4)5 Soil FOS=26 Soil FOS=2.56 HP288NCB or 2500 3 33.1 63.6 40.0 35.5 28.4 33.1 28.4 HP288NCB-G 6 x 6 x 0.75 >_4 44.1 63.6 40.0 35.5 28.4 35.5 28.4 3000 2 3 39.7 63.6 40.0 35.5 28.4 35.5 28.4 HP288NCB8 or 8 x 8 x 1.75 2500 >_4 43.1 63.6 40.0 35.5 28.4 35.5 28.4 HP288NCB8-G For SI:1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN 'Part numbers with"G"suffix indicate hot-dip galvanized coating.Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on concrete bearing strength only.All other design provisions related to the concrete foundation,such as punching shear, are outside the scope of this evaluation report,and shall be determined in accordance with ACI 318. 3Shaft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. 4Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). sSoil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 6Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. Page 6 of 7 IV ► ► i ' 691 o, Originally Issued:. 02/11/2020 Valid Through: 02/28/2021 TABLE 4-HP288 WITH NEW CONSTRUCTION BRACKET-ASD TENSION CAPACITIES Minimum Allowable Tension Capacity(kips) Bearing Plate Edge Bracket Part Concrete Helix(P3)3 Soil Foundation Dimensions Distance Bracket Shaft No.' Compressive "A" in (Per Helix FOS=2.5 System with (in) ( ) (P1)z (Strength(psi) P2) Plate) (P4)5 Soil FOS=2.56 3 24.3 34.1 40.0 22.1 22.1 HP288NCB 2500 >4 32.4 34.1 40.0 22.1 22.1 or 6x6x0.75 HP288NCB-G 3000 >3 1 29.1 34.1 40.0 22.1 22.1 3500 >_3 34.0 34.1 40.0 22.1 22.1 HP288NCB8 or g x 8 x 0.75 2500 >_4 34.1 34.1 40.0 22.1 22.1 HP288NCB8-G For SI:1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN 'Part numbers with"G"suffix indicate hot-dip galvanized coating.Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on concrete bearing strength only.All other design provisions related to the concrete foundation,such as punching shear, are outside the scope of this evaluation report,and shall be determined in accordance with ACI 318. 3Shaft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. 4Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). sSoil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 6Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. FOOTING SIZE, REINFORCING DETAILS, &EMBEDMENT DEPTHS BY PROJECT ENGINEER I EDGE DISTANCE"A" ; 6 or 8 Inch New Construction Bracket'!. <r (HP288NCB or',,, HP288NCB8)j" % Coupler Bolts and"Nuts \, • •� I (HWS5B-Z-075-425 and HWSJ5N-Z-075) FIGURE 2-HP288 NEW CONSTRUCTION BRACKET ASSEMBLIES Page 7 of 7 INSTR#2021 0 1 0947 OR BK 10260 PG 1491 Page 1 of 1 01/19/2021 12:34 PM Rcpt:2250294 Rec:10.00 DS:0.00 IT:0.00 Nikki Alvarez-Sowles, Esq.,Pasco County Clerk&Comptroller r Permit No. Parcel ID No /J ' — d G I 0 - D G yU©- o!3 I NOTICE OF COMMENCEMENT State of FLORIDA County of PASCO THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property,and in accordance with chapter 713,Florida statutes, the following information is provided in this Notice of commencement:G i.I7 o f 2 lek y✓I+•/J S F6 1,44 1. Description of Property: Parcel Identification No.154 t 0q-S / r L/, Ir 4-/& !3/0 Z_X- 6 L/ Street Address: 4-5-4 V 6-'t� -54 e 14- Z e�.sl.v, A 11 f F 3 3 S 12- 2. General Description of Improvement W b l i> 4 xi tr^ d f SI.4� 114 2-le- 4e211 bwi41- 4e/, ;; lr ears 3. Owner Information or Lessee informatlon if the Lessee contracted for the improvement: Ign�e l 1�r�c h' Leo S S'O 11 .J4 rG—4 Ze���J;k i 1 r1 f FL j3Sq;z Address City State Interest In Property: OWNER Name of Fee Simple Titleholder (if different from Owner listed above) Address city State 4. contractor. IRE FOUNDATION REPAIR.LLC-Frank Vitale 1115 S Main St Brooksville.FL 34601 Name BROOKSVILLE FL 34603 PO BOX 10263 Address city State Contractors Telephone No,: 352.746.0224 5. Surety: ,A 11rlk. Name Address city State Amount of Bond: S Telephone No.: 6. Lender: XI Name Address City State Lender's Telephone No.: 7. Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7),Florida Statutes: /V/'9 Name Address city State Telephone Number of Designated Person: 8. In addition to himself,the owner designates of— to receive a copy of the Lienor's Notice as provided In Section 713.13(1)(b),Florida Statutes. Telephone Number of Person or Entity Designated by Owner: 9. Expiration date of Notice of Commencement(the expiration date may not be before the completion of construction and final payment to the contractor.but will be one year from the date of recording unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I. SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING.CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury.I declare that I have read the foregoing notice of commencement and that thg f cl stated therein are true to the best of my knowledge and belief. STATE OF FLORIDA COUNTY OF PASCO s!d C S'n tune of GWfier or Lessee,or Owner's or Lessee's Authorized Officer/Director/PartnerlManager DWA(e2. Signatory's TitlelOffioe j�'1r !t The foregoing In strum eni was acknowledged before me INN/�1 day of ,202j,by /r 4 C�/,Is c G e as 0 Le A/IF FL, (type of authority,e.g.,officer,trustee,attorney In fact)for Q 4.-y erA, (name of arty o behalf f whom instrument was executed). Personally Known n OR Produced Identification Notary Signature (� Type of Identification Produced L Name(Print) w:o IM GINAVAM A No"Putoc-StoofflomH Camm'sWan►GG 120311 Lg mod/ Myciinr,wira2un29,loll eaaeem«¢rum,r,�mr,�n. wpdata/b cs/noticecommencement_p c053048