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Home My WebLink AboutAPPROVED 3150 NORTH A1A-TECHNICAL EVALUATION REPORT1 ENGINEERING ENGINEERINGEXPRESS.COM 1 (866) 396-9999 CORP. OFFICE: 160 SW 12TH AVE SUITE 106, DEERFIELD BEACH, FL 33442 Technical Evaluation Report DIVISION: 23 08 00—COMMISSIONING OF HVAC THIS DOCUMENT CONTAINS (4) PAGES: THE FIRST PAGE MUST BEAR AN ORIGINAL SIGNATURE & SEAL OF THE CERTIFYING PE TO BE VALID FOR USE (Subject to Renew July 1, 2022 or next code cycle change) REPORT HOLDER: MITSUBISHI ELECTRIC TRANE US HVAC LLC 1340 SATELLITE BLVD SUWANEE, GA 30024, USA MITSUBISHI 678-376-2912 1 MEHVAC.COM /_ ELECTRIC SCOPE OF EVALUATION (compliance with the following codes): THIS IS A STRUCTURAL (WIND) PERFORMANCE EVALUATION ONLY. NO ELECTRICAL OR TEMPERATURE PERFORMANCE RATINGS OR CERTIFICATIONS ARE OFFERED OR IMPLIED HEREIN. This Product Evaluation Report is being issued in accordance with the requirements of the Florida Building Code Seventh Edition (2020) per FBC Section 104.11.1, FMC 301.15, FBC Building Ch. 16, ASCE- 7-16, FBC Existing Building sections 707.1, 707.2, FBC Building 1522.2, and FBC Residential M1202.1, M1301.1, FS 471.025, including Broward County Administrative Provisions 107.3.4. This report is also in accordance with the International Building Code (2012, 2015, & 2018). The product noted on this report has been tested and/or evaluated as summarized herein. IN ACCORDANCE WITH THESE CODES EACH OF THESE REPORTS MUST BEAR THE ORIGINAL SIGNATURE & RAISED SEAL OF THE EVALUATING ENGINEER. SUBSTANTIATING DATA: • Product Evaluation Documents Substantiating documentation has been submitted to provide this TER and is summarized in the sections below. • Structural Engineering Calculations Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: • Maximum allowable unit panel wind pressure connection integrity • Maximum allowable uplift, sliding, & overturning moment for ground and roof applications Calculation summary is included in this TER and appears below. NOTE: No 33% increase in allowable stress has been used in the design of this product. INSTALLATION: The product(s) listed above shall be installed in strict compliance with this TER & manufacturer -provided model specifications. The product components shall be of the material specified in the manufacturer -provided product specifications. All screws must be installed in accordance with the applicable provisions & anchor manufacturer's published installation instructions. LIMITATIONS & CONDITIONS OF USE: Use of this product shall be in strict accordance with this TER as noted herein. See final page for complete limitations and conditions of use. INSTALLATION: Shall follow manufacturer specifications as well as information provided herein. FINISH: Baked enamel, casing color white ivory. K: s Florida Building Code 6th & 7th Editions (2017 & 2020) International Building Code (2012, 2016, & 2018) <. 0 NOTE: THE GRAPHICAL DEPICTIONS IN THIS REPORT ARE FOR ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER IN APPEARANCE. UNIT CASING MATERIAL: 25ga galv. sheet steel equivalent to ASTM A653 CS Cold Rolled Steels. Removable top & side covers secured with #8 SAE 1016 SMS screws. Knockouts provided for utility & control connections. OPTIONS: This evaluation is valid for all MITSUBISHI models that appear in the table located on the final page of this report. STRUCTURAL PERFORMANCE: Models referenced herein are subject to the following design limitations: Maximum Rated Wind Pressures*: ± 119 psf Lateral, 94 psf Uplift Required design wind pressures shall be determined according to the design pressure guide provided in the appendix or on a site -specific basis in accordance with ASCE 7 and applicable sections of the building code(s) being referenced in accordance with ASO methodology. - Required design pressures shall be less than or equal to the maximum pressures listed herein. - *Maximum Rated Wnd Pressures indicate the maximum pressures that all units listed herein are approved for. Valid for at -grade and rooftop applications. See limitations herein. Valid for use inside and outside the High -Velocity Hurricane Zone (HVHZ). Site -specific wind analysis may produce alternate limitations provided maximum rated wind pressures stated herein are not exceeded. VISIT ECALC.10/34959 r FOR ENGINEER CERTIFIED ORIGINALS & MORE INFORMATION ABOUT THIS DOCUMENT OR SCAN THIS OR CODE VISIT ENGINEERINGEXPRESS.CONi/STORE FOR ■ ADDITIONAL PLANS, REPORTS & RESOURCES IN I ORIGINAL SIGNATURE AND RAISED SEAL OR DIGITAL SEAL REQUIRED TO BE VALID PER CODE: Frank Bennardo, PE, SECB ❑ If Checked, Certifying ENGINEERING EXPRESS® Engineer and PE # FL PE#0046549 FLCA #9885 Appear Above DIGITAL SEAL NOTICE: IF THIS DOCUMENT IS DIGITALLY SIGNED, THIS SHEET IS PART OF A DIGITALLY SIGNED FILE. IT SHALL REMAIN IN DIGITAL FORMAT, SHALL BE VERIFIED BY ELECTRONIC MEANS, & PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED. VISIT ECALC.10/DS TO LEARN MORE. PRINTED DOCUMENT NOTICE: IF THIS DOCUMENT IS PRINTED & DOES NOT CONTAIN AN ENGINEER'S ORIGINAL SIGNATURE & SEAL, THIS DOCUMENT IS VOID & NOT VALID FOR USE. PHOTOCOPIES ARE NOT PERMITTED FOR USE. ^.nnvrinht n Fnninearinn Fyn —OF) All RlnhtS RPSBNP.d The FBC17' Edition (2020) defines APPROVED SOURCE (Section 202) as: "An independent person, firm or corporation, approved by the building official, who is competent and experienced in the application of engineering principles to materials, methods or systems analyses." Engineering Express® professionals meet the competency requirements as defined in the FBC and can seal their work. Engineering Express® is regularly engaged in conducting and providing engineering evaluations of single -element and full-scale building systems. MITSUBISHI M-SERIES SYSTEMS Engineering TER-20-34959 SECTION 2 PRODUCT INSTALLATION Conder-- "-" Roof, structure / substrate (concrete, steel, see schedule below) Mechanical Unit for illustration purposes. Tie -down clips for ground application in Group IV. See Tie -Down Strap and Clip Schedule. Foot integrated clips see chart below for installation anchors Anchor to Host Structure Schedule Max Max 1/8"Min 1/8" Min Unit Lateral Uplift Concrete A36 6061-T6 Model Pressure Pressure 3,000 psi Steel Aluminum 43 psf 0 psf A, C N/A N/A Group 1,11 119 psf 94 psf N/A B B Group 43 psf 0 psf C N/A N/A III, IV 119 psf 94 psf N/A B B Anchor Types to Host Structure: A. - 1/4" Dewalt ULTRACON SS4 Anchor embedded 1-3/4" in 3,000 psi concrete. 2-1/2" from edge minimum. B. - 318" -16 UNC SAE Grade 5 screw minimum 1/2" from edges with nut and washer specified, for integrated foot installed at roof. C. - 1/4" Stanley/ Powers Wedge Bolt embedded 2" into 3000 psi concrete, 2" edge distance minimum. NA. - NOT APPLICABLE Tie -Down Strap & Clip Schedule Unit Model Max Lateral Pressure Max Uplift Pressure Tie- Down Strap (qty) Minimum WILL (Ibs) Additional Tie -Down Clips Per Long Side 43 psf 0 psf N/A N/A N/A Group 89 psf 70 psf 2 500 N/A I, II 106 psf 84 psf 2 600 N/A 119 psf 94 psf 2 700 N/A 43 psf 0 psf N/A N/A N/A Group 89 psf 70 psf 2 600 N/A III 106 psf 84 psf 2 800 N/A 119 psf 94 psf 2 1000 N/A 43 psf 0 psf N/A N/A 2 Group 89 psf 70 psf 2 1500 N/A IV 106 psf 84 psf 2 2000 N/A 119 psf 94 psf 2 2000 N/A UNIT INTEGRATED FOOT Equivalent to ASTM A653 galvanized cold rolled steel 0.039" thick; fasten cabinet using Anchor from Anchor Schedule to Host Structure Table and SAE GR5 ASTM-A449 OD V washer & nut to secure anchor to supporting structure. (Figure for illustration purposes) Tie -down Strap Type: (for roof applications) Working Load Limit (WLL) is strap's manufacturer - specified per strap, strap length shall be verified on site for all cabinets. NA. - No straps required TIE -DOWN CLIP (GROUND APPLICATION) Miami Tech CUTD 1"wide and any length ASTM A653 galvanized steel 0.07" thick for all cabinets tied down at ground; fasten clip to host structure using anchor from Anchor Schedule to Host Structure Table and (4) #10-16 x 3/8" SS 316 self -drilling screw to fasten clip to unit. Install at the unit corners with quantities shown in Tie -down strap and clip schedule table. For units in group IV. ROOF STAND (BY OTHERS) STRAPS (SEE SCHEDULE) MECHANICAL UNIT SEE ANCHOR j SCHEDULEFOR REQUIREMENT SUPPORTING STRUCTURES: METAL STAND. CONCRETE SLAB. WALL BRACKET. METAL CURB. Note: Tie -down straps shall be wrapped around unit and roof stand rail, and shall be tightened using the buckle. Provide two straps per unit. Straps material shall be high strength webbing and shall be compliant for exterior grade use if they contain plastic components, per FBC chapter 26. Select strap from table based on WLL requirements IN ALL CONDITIONS IT IS THE RESPONSIBILITY OF THE PERMIT HOLDER TO ENSURE THE HOST STRUCTURE IS CAPABLE OF WITHSTANDING THE RATED GRAVITY, LATERAL, AND UPLIFT FORCES BY SITE -SPECIFIC DESIGN. NO WARRANTY OF ANY KIND, EXPRESSED OR IMPLIED, IS OFFERED BY ENGINEERING EXPRESS AS TO THE INTEGRITY OF THE HOST STRUCTURE TO CARRY DESIGN FORCE LOADS INCURRED BY THIS UNIT. CORP OFC: 160 SW 12TI AVENUE SUITE 106, DEERFIELD BEACH, FLORIDA 33442 Page 2of4 (954) 354-06601(866) 396-99991ENGINEERING EXPRESS.COMITEAM@ENGINEERING EXPRESS. COM MITSUBISHI M-SERIES SYSTEMS Engineering I TER-20-34959 ELEVATIONS & DIMENSIONS Cabinet Model Number Width (in) Depth (in) Height (in) Weight (lbs.) Group I MUFZ-KJ09/12NAHZ-U* 31.5 11.25 21.63 83 MUZ/Y-GL09/12/15NA-U* 31.5 11.25 21.63 81 MUZ-HM09/12/15/18NA2-U1 31.5 11.25 21.63 1 73-81 MUZ-FS06/09/12NA(H) 31.5 11.25 21.63 81-83 SUZ-KA09/12/15NA2 31.5 11.25 21.63 66-80 MUZ-JP09/12WA 31.5 11.25 21.63 73 MUZ-WR09/12/18NA 31.5 11.25 21.63 73-81 Group II MUZ/Y-D30/36NA 33.06 13 33.44 126-143 SUZ-KA18/24/30/36NA2 33.06 13 33.44 129 MUZ/Y-GL18/24NA-U1 33.06 13 34.63 119-121 MUZ-HM24NA2-U1 33.06 13 34.63 121 MUZ-FS15/18NA(H) 33.06 13 34.63 124 MXZ-2C20NA2-U1 33.06 13 27.94 126 MUFZ-KJ15/18NAHZ-U1 33.06 13 34.63 124 MUZ-WR24NA 33.06 13 34.63 121 Group III MXZ-3C24/30/36NA2-U1 37.41 1 13 31.34 137 SUZ-KA09/12/15/18NAHZ 37.41 13 34.63 129-131 SUZ-KA24NAHZ 37.41 13 37.13 190 MXZ-5C42NA2-U1 37.41 13 41.27 189 MXZ-2C20NAHZ2-U1 37.41 13 41.27 187 MXZ-3C24NAHZ2-U1 37.41 1 13 41.27 189 MXZ-3C30NAHZ2-U1 37.41 13 41.27 189 Group IV SUZ-KA30/36NAHZ 41.34 13 52.69 261 MXZ-8C48NAHZ-U1 41.34 13 52.69 276 MXZ-8C48NA2-U1 41.34 13 52.69 269 MXZ-8C60NA2-U1 41.34 13 52.69 309 MXZ-4C36NAHZ-U1 41.34 13 52.69 276 MXZ-5C42NAHZ-U1 41.34 13 52.69 276 -LA TOP PANEL GROUP III ... ......... �ui��1111�1IiII��,�IIIIIIIII��uIlhlllllll�l�u. � ', III!!I1!!f�llllldn8lil!i!i!iiiILIIIV111illll!�II � I� Illli!IIII�IIi1111111111111IILIIIIIMIN !11�11 IIIIII�1�1lli�hqI111111111 I�INII Images for illustration purposes, Panel Integrity Summary Panel Max Applied Wind Pressure Pressure Direction Additional Screws Needed (pcs)* Groups I, II, III Group IV Top Panel 94 psf Uplift NONE NONE Panel C 119 psf Lateral NONE NONE Panel D 119 psf Lateral N/A NONE Panel A 0 psf Lateral NONE NONE Panel B 43 psf Lateral NONE NONE Panel A 89 psf Lateral NONE 1 Panel B 89 psf Lateral NONE 1 Panel A 119 psf Lateral NONE 2 Panel B 119 psf Lateral NONE 2 *Additional Screws are required beyond original manufactured cabinet UNIT PANELS LI C C C LIMITATIONS & CONDITIONS OF USE: actual units may differ. Use of this product shall be in strict accordance with this TER as noted herein. 111 ill- - The supporting host structure shall be designed to resist all superimposed loads as determined by others on a site specific basis as may be required by the Authority Having Jurisdiction. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. No evaluation is offered for the host supporting structure by use of this J_ document; Adjustment factors noted herein and the applicable codes must be considered, where applicable. All supporting components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. Fasteners must penetrate the supporting members such that the full length of the threaded portion is embedded within the main member. This evaluation does not offer any evaluation to meet large missile impact debris requirements which typically are not required for this type of product. All of the wind resisting exterior panels, individually meet or exceed their capacity to resist the design wind loads as stated in the calculations as required by the Codes and standards herein. Due to the indeterminate nature of these units, distortion and deflection cannot be accurately evaluated, but with diaphragm action of external components and internal stiffeners, the base unit has the capacity to withstand these forces with individual external parts being contained. Yearly inspections, during equipment maintenance or after named storm, all screws, cabinet components, clips and anchor bolts are to be verified by the A/C contractor. All damaged cabinet components, loose, corroded broken tech screws or anchor bolts shall be replaced to ensure structural integrity for hurricane wind forces. TOP PANEL TOP PANEL GROUP A i GROUP II A'. i - i I TOP PANEL GROUP VI 0 1II10 Proj. # Remarks By Checked Date 17.51 11.1 Initial Issue LAO FLB 7/30/19 20-34959 2020 FBC CCB RVVN 1/25/21 CORP OFC: 160 SW 12T11 AVENUE SUITE 106, DEERFIELD BEACH, FLORIDA 33442 Page 3of4 (954) 354-06601(866) 396-99991ENGINEERINGEXPRESS.COMITEAM@ENGINEERING EXPRESS.COM MITSUBISHI M-SERIES SYSTEMS Engineering I TER-20-34959 APPENDIX A: DESIGN WIND PRESSURE GUIDE Max. Ult. Wind Speed (Vuk) Max. of (Roof Height) Exposure Category Required Design Wind Pressures (ASD) Lateral Pressure Uplift Pressure 140 mph At -Grade (0 ft) C 26 psf 21* psf D 31 psf 25* psf 100 ft C 67 psf 53 psf D 75 psf 59 psf 200 ft C 76 psf 60 psf D 84 psf 67 psf 175 mph At -Grade (0 ft) C 40 psf 32* psf D 49 psf 39* psf 100 ft C 104 psf 82 psf D 117 psf 93 psf 200 ft C 119 psf 94 psf - -- D 186 mph At -Grade (0 ft) C 46 psf 36* psf D 55 psf 44* psf 100 ft C 117 psf 93 psf D 200 ft C D $ indicates a design wind pressure that is not approved for use by this evaluation. Seek additional engineering or contact this office for design solutions. UNIT REACTIONS FROM WIND GUIDE L N Example: U 1 D/2 DIRECTIVE: This design pressure guide is for reference only and shall be approved for use by the Authority Having Jurisdiction (AHJ). If the design pressures listed in this guide are not used, required design pressures shall be calculated on a site -specific basis by others. For site -specific scenarios classified as Exposure Category B, the required design pressures stated for Exposure Category C in the above guide shall be used or design pressures shall be calculated separately. For heights and parameters beyond the above values, consult with an engineer for a site -specific analysis. The required ASD design pressures listed in the above guide were calculated based on the parameters listed below. The project design professional or permitting contractor shall verify that the site -specific conditions are equal to or less than the design parameters listed below. *Note: Per the codes and standards referenced herein, uplift is optional for mechanical equipment at -grade. At the discretion of the AHJ, uplift may be taken as 0 psf or as the value listed in the guide. At -Grade (0 ft MRH) Required Design Pressures: o ASCE 7 "Design Wind Loads: Other Structures" o Structure Shape = Square, flat terrain o Height of structure (unit + stand or curb, if used) = 6 ft max. o Width of unit = 1 ft min., Depth of unit = 1 ft min. o Uplift Pressure = Lateral Pressure x 1.5 / 1.9 (if considered) Rooftop (>15 ft MRH) Required Design Pressures: o ASCE 7 "Design Wind Loads: Other Structures: Rooftop Structures and Equipment for Buildings" o Structure Shape = Square, flat terrain o z = up to 7 ft, where z = height of stand or curb + % unit height o Lateral GCf= 1.90; Uplift GCf= 1.50 VISIT ECALC.10/FORCES ■0❑ FOR HELP DETERMINING DESIGN PARAMETERS AND TO SEE MORE EXAMPLES, ❑ OR SCAN THE OR CODE TO THE RIGHT> DIRECTIVE: This guide is intended for use by a project design professional. Design parameters shall abide all specifications and limitations stated in this report. Design Professional shall consider all forces, including seismic and snow loads per governing building codes. Unit reactions obtained from this guide shall be verified by a registered Professional Engineer. Reactions are applicable for unit -to -host connections only. Sample calculations are provided below. Design Parameters: - Lateral Wind Pressure, Plat - Uplift Wind Pressure, P_up - Unit Height, H - Unit Depth, D D - Unit Width, W - Unit Weight, Wt - Support Spacing across Depth, sd - Support Spacing across Width, sw Unit Reaction Equations: f Wit Long Side (Width x Height): Short Side (Depth x Height): - Sliding Force, L= Plat x W x H Sliding Force, L= Plat x D x H - Uplift Force, U= P_up x W x D Uplift Force, U= P—up x W x D sd - Total Tension per Long Side = Total Tension per Short Side = (LxH/2+Uxsd/2—Wtx0.6xsd/2)/sd (LxH/2+Uxsd/2—Wtx0.6xsd/2)/sw A (48" W x 36" D x 42" H), 250 lb net weight unit at wind pressures of 120 psf lateral and 95 psf uplift, on a 24" wide roof stand, shall have the following unit reactions: Long Side (Width x Height) Short Side (Depth x Height): 1. Sliding Force, L= Plat x W x H = (120 psf) x (48 in) x (42 in) x (1 in2 / 144 ft2) = 1680 lb 2. Uplift Force, U= P—up x W x D = (95 psf) x (48 in) x (36 in) x (1 inZ / 144 ft2) = 1140 lb 3. Total Tension per Long Side = =(LxH/2+Uxsd/2—Wtx0.6xsd/2)/sd _ ( (1680 lb x 42/2 in) + (1140 lb x 24/2 in) — (250 lb x 0.6 x 24/2 in) ) / 24 in = 1965 lb 1. Sliding Force, L= Plat x D x H = (120 psf) x (36 in) x (42 in) x (1 in2/ 144 ft2) = 1260 lb 2. Uplift Force, U= P—up x W x D = (95 psf) x (48 in) x (36 in) x (1 in2/ 144 ft2) = 1140 lb 3. Total Tension per Short Side = =(LxH/2+Uxsd/2—Wtx0.6xsd/2)/sw _ ( (1260 lb x 42/2 in) + (1140 lb x 24/2 in) — (250 lb x 0.6 x 24/2 in) ) / 48 in = 1046 lb IN ALL CONDITIONS IT IS THE RESPONSIBILITY OF THE PERMIT HOLDER TO ENSURE THE HOST STRUCTURE IS CAPABLE OF WITHSTANDING THE RATED GRAVITY, LATERAL, AND UPLIFT FORCES BY SITE -SPECIFIC DESIGN. NO WARRANTY OF ANY KIND, EXPRESSED OR IMPLIED, IS OFFERED BY ENGINEERING EXPRESS AS TO THE INTEGRITY OF THE HOST STRUCTURE TO CARRY DESIGN FORCE LOADS INCURRED BY THIS UNIT. CORP OFC: 160 SW 12TH AVENUE SUITE 106, DEERFIELD BEACH, FLORIDA 33442 Page 4of4 (954) 354-06601 (866) 396-99991 ENGINEERING EXPRESS.COM ITEAM@ENGINEERINGEXPRESS.COM