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Tropical Chevrolet 05-26-23 UES No 354485 SPECIAL insp rept #027 (structural steel connections @ exp. bldg.) - GDZProject No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 1 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute Client: Lebolo Construction Management, Inc. 2100 Corporate Drive Boynton Beach, FL 33426 Project: Tropical Chevrolet Renovation/Expansion 8880 Biscayne Blvd. Miami Shores, FL 33138 Agent: Gaetano Di Zio, E.I. Date of Services: 05/26/2023 Village of Miami Shores Building Permit No: CC-12-20-2951 (issued date 11/07/22, expires 05/08/23) Scope of Field Services: Professional observation of completed structural elements (Special Inspector). Reference Documents: • JSG structural drawings sheets S1.0 thru S4.2 (15 pages), Bulleting 7 dated 07/21/2022, signed/sealed by Mark Johnson FL-PE#51983, reviewed/approved for structural compliance by the Village of Miami Shores Bldg. Dept. on 08/22, (permit set review by the Miami-Dade County Department of Regulatory and Economic Resources on 05/16/2022). • SUNCOR, Inc. structural steel erection/fabrication shop drawings sheets AB1 thru TP101 (total of 219 pages) dated 04/13/2022 (Rev. A – Issued for Approval) Submittal #051200-5.0 (Structural Steel Shop Drawings), reviewed for compliance (stamped “Reviewed as Noted - Make Corrections”) by JSG on 05/03/2022. • Canam Steel Corporation (CSC) steel metal deck shop drawings sheets DE1.1 thru DE2.1 (total of 3 pages) dated 04/08/2022 (Issued for Approval) Submittal #051200-6.0 (Deck Shop Drawings), reviewed for compliance (stamped “Reviewed as Noted - Make Corrections”) by JSG on 04/15/2022. Record of Field Observations: 1. Visual verification of the structural steel connections at the following locations indicated below: a) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “A” between lines “8” thru “11” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1001, inconclusive on 05/22/23. b) W roof steel girder beams welded/bolted connections to CIP concrete beam embed plates at gridlines B.8x11 and D.3x11 at the service building expansion, as per S1.0, 2/S1.1, S2.2, 1/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/22/23. c) W roof steel beams welded/bolted connections to W roof steel beams/roof steel girder beams between grids “B.8” thru “D.3” and lines “8.7” thru “10.8” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/22/23. d) Continuous perimeter deck bearing angle L4”x4”x1/4” anchored connections to CIP concrete beam along grids “A” and “E.4” between lines “8” thru “11” at the service building expansion, as per S1.0, S1.1/details 2 & 3, S2.2, S3.2, S4.1/details 1 & 4, E1000 and E1001, preliminary on 05/22/23 – pending reinspection: ➢ Expansion anchors were found not to meet the minimum embedment of 4”, as per 3/S1.1 and E1001/Section C−C. ➢ Pending deck bearing angle splice detail. e) Continuous perimeter deck bearing angle L4”x4”x1/4” welded connections to CIP concrete beam embed plates along line “11” between grids “A” and “E.4” at the service building expansion, as per S1.0, S2.2, S3.2, 2/S4.1, E1000 and E1001, inconclusive on 05/22/23. f) Roof opening steel supporting frame welded connections to W roof steel beams for the proposed RTU’s between grids “B.8” thru “C.5” and lines “10.2” thru “10.5” at the service building expansion, as per S1.0, S2.2, A/S4.2, E1000 and E1005, inconclusive on 05/22/23. g) W roof steel girder beams welded/bolted connections to HSS steel columns at gridlines B.8x9, B.8x10, D.3x9 and D.3x10 at the service building expansion, as per S1.0, 1/S1.1, S2.2, E1000 and Column Alignment Detail, inconclusive on 05/24/23. DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 2 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute h) Visual verification of HSS steel column (C2 & C3) base plates bolted connections to existing concrete footings (prior to the installation of the grout bedding) at gridlines B.8x9, B.8x10, D.3x9 and D.3x10, as per S1.0, S1.1, S2.0, 8/S4.0 and AB1, completed. i) W roof steel beams welded/bolted connections to W roof steel girder beams at gridlines B.8x8 and D.3x8 at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/26/23. j) W roof steel girder beams bolted connections to existing wall at gridlines B.8x8 and D.3x8 at the service building expansion, as per S1.0, S2.2, 2/S3.2, 8/S4.1 and attached Girder Bearing at Existing Wall detail SK 04−10−23 submitted by the SEoR, preliminary on 05/26/23 – pending reinspection: ➢ Loose expansion anchor at existing wall clip at gridline B.8x8. ➢ Missing washer for wall clip bolt to steel girder beam at gridline D.3x8. ➢ Threaded rods were found to be installed (drilled & epoxied) prior to our visual verification. A UES representative did not verify any drilled holes for cleanness, embedment, epoxy application and threaded rods installation. Torque verified at 100 ft−lb as per Hilti HIT HY-100 anchoring adhesive required installation torque schedule. k) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “E.4” between lines “8” thru “11” at the service building expansion, as per S1.0, S2.2, 1/S3.2, 1/S4.1, E1000, E1001 and attached Section @ Roof Beam Repair detail SK 04−12−23 submitted by the SEoR, preliminary on 05/26/23 – pending reinspection: ➢ Some expansion anchors (@ 4 beams) were found to be loose fitting. Torque verified at 100 ft−lb as per Simpson Strong−Bolt 2 Wedge Anchor required installation torque (in Masonry) schedule. The structural steel connections at the locations mentioned above were found to be inconclusive/preliminary (items 1d, 1j & 1k) on 05/22/23, 05/24/23 and 05/26/23. General Contractor will call for items 1d, 1j & 1k re-inspection after completion for final compliance verification. Welder’s Qualification Certificates were provided at the time of this inspection, however current continuity paperwork pending for review (Period of Effectiveness). The welder(s) that performed the work was (were) available onsite in order to verify their welder’s qualifications. As per The Structural Welding Code: 6.2.3 Period of Effectiveness 6.2.3.1 Welders and Welding Operators. The welder’s or welding operator’s qualification as specified in this code shall be considered as remaining in effect indefinitely unless: (1) the welder is not engaged in a given process of welding for which the welder or welding operator is qualified for a period exceeding six months, or (2) there is some specific reason to question a welder’s or welding operator’s ability (see 6.25.1). Mr. Jim Jenco, Project Superintendent with Lebolo Construction, was notified of the aforementioned visual verification results. Please see adjacent report pages for photographs, miscellaneous field repair details, welder’s certifications and sheet S2.2. DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 3 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute On 05/22/23 DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 4 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 5 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute On 05/24/23 DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 6 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute On 05/26/22 DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 7 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 8 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute DRAFT DRAFT DRAFT ConstructionSikacrete® 211 SCC Plus One-component, cementitious, polymer-modified, self consolidating concrete mix with an integral migrating corrosion inhibitor Description Sikacrete 211 SCC Plus is a one-component, self consolidating concrete containing factory blended coarse aggregate. This self consolidating concrete bag is silica fume and polymer modified and also contains a migrating corrosion inhibitor. Where to Use n Full depth repairs. n On grade, above and below grade on concrete. n On horizontal surfaces. n Vertical and overhead surfaces when formed and pumped or poured. n As a structural repair material for parking facilities, industrial plants, walkways, bridges, tunnels, dams, and balconies. n Filler for voids and cavities. Advantages n Self consolidating concrete - excellent placement characteristics. n Polymer-modified. n Integral penetrating corrosion inhibitor. n Silica fume enhanced. n Prepackaged coarse aggregate. Eliminates the need to extend material in the field. Elimi- nates the risk of reactive aggregate. n Can be pumped or poured into forms and gets excellent consolidation without vibrating. Yield Approximately 0.50 ft.3/bag. Actual results on site may vary. Packaging 65 lb. multi-wall bag. Product Data Sheet Edition 2.2.2010 Identification no. Sikacrete 211 SCC Plus Typical Data (Material and curing conditions @ 73°F (23°C) and 50% R.H.) Shelf Life 1 year in original, unopened packaging. Storage Conditions Store dry at 40°-95°F (4°-35°C). Condition material to 65°-75°F (18°-24°C) before using. Initial Spread SCC, 27-33 in. approx. Spread @ 30 min. > 15 in. Application Time 60 minutes Flexural Strength (ASTM C-78) 1 day 500 psi (3.4 MPa) 7 days 750 psi (5.2 MPa) 28 days 1,000 psi (6.9 MPa) Splitting Tensile Strength (ASTM C-496) 7 days 750 psi (5.1 MPa) 28 days 1,000 psi (6.9 MPa) Slant Shear Bond Strength* (ASTM C-882 modified) 1 day 1,000 psi (6.9 MPa) 7 days 1,500 psi (10.3 MPa) 28 days 2,500 psi (17.2 MPa) Direct Tensile Bond (ACI 503) 1 day 250 psi (1.7 MPa) 7 days 300 psi (2.1 MPa) Compressive Strength ( ASTM C-39) 1 day 2,000 psi (13.8 MPa) 7 days 6,000 psi (41.4 MPa) 28 days 7,000 psi (48.3 MPa) Shrinkage (ASTM C-157) 28 days <0.05% Chloride ion permeability (ASTM C-1202) 28 days <650 Coloumbs Freeze Thaw Resistance (ASTM C-666) 300 cycles > 99% Scaling Resistance (ASTM C-672) 50 cycles 2 Sulfate Resistance (ASTM C-1012) Length change after 6 months 0.006 * Mortar scrubbed into substrate. How to Use Surface Preparation Remove all deteriorated concrete, dirt, oil, grease, and all bond-inhibit- ing materials from surface. Be sure repair area is not less than 1 in. in DRAFT ConstructionVisit our website at www.sikaconstruction.com 1-800-933-SIKA NATIONWIDE Regional Information and Sales Centers. For the location of your nearest Sika sales office, contact your regional center. Sika Corporation Sika Canada Inc. Sika Mexicana S.A. de C.V. 201 Polito Avenue 601 Delmar Avenue Carretera Libre Celaya Km. 8.5 Lyndhurst, NJ 07071 Pointe Claire Fracc. Industrial Balvanera Phone: 800-933-7452 Quebec H9R 4A9 Corregidora, Queretaro Fax: 201-933-6225 Phone: 514-697-2610 C.P. 76920 Fax: 514-694-2792 Phone: 52 442 2385800 Fax: 52 442 2250537 KEEP CONTAINER TIGHTLY CLOSED • KEEP OUT OF REACH OF CHILDREN • NOT FOR INTERNAL CONSUMPTION • FOR INDUSTRIAL USE ONLY All information provided by Sika Corporation (“Sika”) concerning Sika products, including but not limited to, any recommendations and advice relating to the application and use of Sika products, is given in good faith based on Sika’s current experience and knowledge of its products when properly stored, handled and applied under normal conditions in accordance with Sika’s instructions. In practice, the differences in materials, substrates, storage and handling condi- tions, actual site conditions and other factors outside of Sika’s control are such that Sika assumes no liability for the provision of such information, advice, recommendations or instructions related to its products, nor shall any legal relationship be created by or arise from the provision of such information, advice, recommendations or instructions related to its products. The user of the Sika product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with the full application of the product(s). Sika reserves the right to change the properties of its products without notice. All sales of Sika product(s) are subject to its current terms and conditions of sale which are available at www.sikacorp.com or by calling 800-933-7452. Prior to each use of any Sika product, the user must always read and follow the warnings and instructions on the product’s most current Technical Data Sheet, product label and Material Safety Data Sheet which are available online at www.sikaconstruction.com or by calling Sika's Technical Service Department at 800-933-7452. Nothing contained in any Sika materials relieves the user of the obligation to read and follow the warnings and instruction for each Sika product as set forth in the current Technical Data Sheet, product label and Material Safety Data Sheet prior to product use. LIMITED WARRANTY: Sika warrants this product for one year from date of installation to be free from manufacturing defects and to meet the technical properties on the current Technical Data Sheet if used as directed within shelf life. User determines suitability of product for intended use and assumes all risks. Buyer’s sole remedy shall be limited to the purchase price or replacement of product exclusive of labor or cost of labor. NO OTHER WARRANTIES ExPRESS OR IMPLIED SHALL APPLY INCLUDINg ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. SIKA SHALL NOT BE LIABLE UNDER ANY LEgAL THEORY FOR SPECIAL OR CONSEqUENTIAL DAMAgES. SIKA SHALL NOT BE RESPONSIBLE FOR THE USE OF THIS PRODUCT IN A MANNER TO INFRINgE ON ANY PATENT OR ANY OTHER INTELLECTUAL PROPERTY RIgHTS HELD BY OTHERS. Sika and Sikacrete are registered trademarks. Made in USA. Printed in Canada. depth. Preparation work should be done by high pressure water blast, scabbler, or other appropriate mechanical means to obtain an exposed aggregate surface with a minimum surface profile of ±1/8in. (CSP-7-8). Saturate surface with clean water. Substrate should be saturated surface dry (SSD) with no standing water during application. Reinforcing Steel:Steel reinforcement should be thoroughly prepared by mechanical cleaning to remove all traces of rust. Where corrosion has occurred due to the presence of chlorides, the steel should be high-pressure washed with clean water after mechanical cleaning. For priming and protection of reinforcing steel use Sika Armatec 110 EpoCem (consult Technical Data Sheet). Mixing Start mixing with 5.5 pints of water. An additional 0.5 pint can be added if needed. Do not overwater as excess water will cause segregation. Add Sikacrete 211 while continuing to mix. Mix to a uniform consistency, maximum 3 minutes. Mechanically mix with a low-speed drill (400-600 rpm) and paddle or in appropriate-size mortar mixer or concrete mixer. Application Pre-wet surface to SSD (Saturated Surface Dry). Ensure good intimate contact with the substrate is achieved. To accomplish this, material should be scrubbed into the substrate or other suitable means should be employed such as vibration of the material or pumping under pressure. Vibrate form while pouring or pumping. Pump with a variable pressure pump. Continue pumping until a 3 to 5 psi increase in normal line pressure is evident then STOP pumping. Form should not deflect. Vent to be capped when steady flow is evident, and forms stripped when appropriate. Curing As per ACI recommendations for portland cement concrete, curing is required. Moist cure with wet burlap and polyethylene, a fine mist of water or a water based* compatible curing compound. Curing compounds adversely affect the adhesion of following layers of mortar, leveling mortar or protective coatings. Moist curing should commence immediately after finishing. Protect newly applied material from direct sunlight, wind, rain and frost. . *Pretesting of curing compound is recommended. Limitations n Application thickness: Minimum 1 in. (25 mm); Maximum 8 in. (200 mm) n Minimum ambient and surface temperatures 45°F (7°C) and rising at time of application. n As with all cement based materials, avoid contact with aluminum to prevent adverse chemical reaction and possible product failure. Insulate potential areas of contact by coating aluminum bars, rails, posts etc. with an appropriate epoxy such as Sikadur 32 Hi-Mod. Warning IRRITANT, SENSITIZER. Contains Portland Cement (CAS 65997-15-1), Silica Quartz (CAS: 14808-60-7). Causes eye irritation. May cause skin/respiratory irritation. Prolonged and/or repeated skin contact may cause an allergic reaction/sensitization. May cause de- layed lung damage (silicosis). May be harmful if swallowed. Handling & Storage Avoid direct contact with eyes and skin. Wear chemical resistant gloves/goggles/cloth- ing. Avoid breathing vapors. Use with adequate general and local ventilation. In absence of adequate ventilation, use properly fitted NIOSH approved respirator. Wash thoroughly after handling product. Store in a cool, dry, well ventilated area. Keep containers tightly closed. First Aid Eyes – Hold eyelids apart and flush thoroughly with water for 15 minutes. Skin – Remove contaminated clothing. Wash skin thoroughly for 15 minutes with soap and water. In- halation – Remove to fresh air. Ingestion – Do not induce vomiting. Dilute with water. Contact physician. In all cases contact a physician immediately if symptoms persist. Clean Up Wear chemical resistant gloves/goggles/clothing. In absence of proper ventilation use properly fitted NIOSH respirator. Confine spill, collect using absorbent material and place in properly sealed container. Dispose of excess product in accordance with applicable local, state and federal regulations. DRAFT WQTR No, WPS No. RP-3G -Siirl,c','vT W.:lder Nanre PABLO JESUS ROLC Revision 90 Welder Id RP-3c-S[,,lf.\,rv 1-80:0982.1 n.r+^ 4{/7/rn{a Welder Guralificaiisn Test Record Page 1 of 'l RP.3G-SMAlA/ Variables Reccrci Actual Values Used ln Qualification Process (Table 4.10, item (2)) Sf\4AW Transfer Mode (GMAW): Short-Cir. I Globular X Type Manual 1,{ Machirre I Semi-Auto I Number of Eiectrodes Single .xl Multiple [_-l CurrenuPolanty AC il DCEP E DCEN fl Position (Table 4.10, iteri (5)) 3G Spray n Auto I Pulsed fl Weld Progression: (Table 4,10, item (7)) Up Backing fTable 4.10, Item (8)] Use Backing Down Iixt x nConsunrablo lnse.t (G-I-AW) Material/Spec. ,A36 Thickness (PIate): Groorre irr ) Fillet ( ) Thickness (Pipe/tu!:e): Groove ( Fillet ( Diameter(Pipe): Grccve( )NiA Fillei ( ) l.t/A Notes NOl.iE Filler Nleial il3rrle 'i0, Ite,rr (.i)) Spec. A5,'ilA5.5 Class l!f_3 i:-Nc. F-4 Gas/Flux Type (Tabis 4 Othef hl/A Use lnsert to A1]6 ) ) .5/ C I{/A u4_*__ N/A .10. ltenr ("i)) illa Qualification Rarige SMAW Short-CircLiitittg,--l Manual X fulachine Single X l,4ultiple AC fl DCEP X ilat, Vertical, Horizonial Globular X Spray l tr Semi-Auio I Auto I D DCEI\I il Pulsed i_I Up X Down X With Backing X With Insert I GROUPl Without Backing i-l Without lnsert i .l .]?5 ___ ,t4J 4r4. .12J_ -__ 1A .750 _ UNLII\JIITED 110____ UNLIiVIITED in in in in AI.IY U FJLIi\4II'EI] UNLITVlITED Elx1s,Ei.I.16,?Ii.1B,EXUq1r,i4{19:ril4{.t;_:L E4i5,EIX16,!. IX1qJ:_II]iLijEII]_0:L ts X.{ji,Li! _ F'i io Fli ViSUAL INSPECTIOI.J (4.3.i) .'r;r;4ptableYes GLIIDED BEND TEST iii::STJLTS (4.30.5) Type FACE ROOT Fillet Test Results (4.3A.2.3 arrd 4.30.4.1) Appearance N/A Fillet Size i'lll\.Macroetch N/,4. Fracture Test Root Peneiration N/A Descripiron lnspected By ALBERT l-iERMIDA Test No. 8l'_1c_:9t*4,{ OrganizationCOi,i'ill'JEl.ll-AL iVELDINO li\iSPE11 -i17120.'i3 RADIOGRAPHIC TEST RESuii I il (ri.3o a. i) Film loentrfiiatio,,lio - {"*rI lnierpieted By N/A Ahertoil{Gfi*la Oi'ganization i 'l'est No. RF-3G-SIIA'// I II Date I We, the undersigneci. c:ertifl; tni.i, tlre statements in tiris recorci are coirect arii ',irat the test ivelds were pi"eparrd, weldi:cl, anC tested in accorc.ncewitfl lile requirenrents of secLion 4 of AI.iSi/A\rvS 1i.1, ( l0 )Structural Welding Code-Steel. Manufacturer t-, C; i.j I' i i',1 t l.r'i ; i i . V/ E L D I i.j G I N S P F C 1" I O h,l r.utho'i:cciay /t"i!!!l,f fqllfiqA 9qryi u01o01I Daie 11iil2813 lli:rrt i ryp: _=--iResurt __ h^oo - irAJD i IrilPASS Ir--l- N/A sc1ru faotoota oclE)trP.1rl,2ot5 119J413 ier AWS D1.1 /,O Gartner StudiosDRAFT DRAFT DRAFT DRAFT Project No.: 2110.2100049 Report No.: 354485 Date: May 26, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-027 CN: GDZ Page 9 of 9 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H-18.11, Chapter 471, Florida Statute Roof steel framing preliminary on 05/26/23 Reviewed by: Universal Engineering Sciences Certificate of Authorization No. 00549 Carlos Naumann, P.E., S.I. Florida Professional Engineer No. 18594 Florida Special Inspector No. 181 DRAFT