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HomeMy WebLinkAbout3150 NORTH A1A-TECHNICAL EVALUATION REPORT 1 ENGINEERING Technical Evaluation Report t�1( !=YX __, .I:Z�,C:� DIVISION: 23 08 00—COMMISSIONING OF HVAC ENGINEERINGEXPRESS.COM 1(866)396-9999 THIS DOCUMENT CONTAINS(4)PAGES:THE FIRST PAGE MUST BEAR AN CORP.OFFICE: 160 SW 12TH AVE SUITE 106, ORIGINAL SIGNATURE&SEAL OF THE CERTIFYING PE TO BE VALID FOR USE DEERFIELD BEACH, FL 33442 (Subject to Renew July 1,2022 or next code cycle change) EVALUATION SUBJECT: MITSUBISHI M-SERIES SYSTETER-20-34959 REPORT HOLDER: Florida Building Code 61h& MITSUBISHI ELECTRIC TRANE US HVAC LLC 7th Editions(2017&2020) 1340 SATELLITE BLVD z K International Building Code SUWANEE, GA 30024, USA MITSUBISHI (2012,2015,&2018) 678-376-2912 1 MEHVAC.COM /"Ift ELECTRIC SCOPE OF EVALUATION(compliance with the following codes): 1 c 0 THIS IS A STRUCTURAL(WIND)PERFORMANCE EVALUATION ONLY.NO ELECTRICAL OR TEMPERATURE PERFORMANCE NOTE:THE GRAPHICAL DEPICTIONS IN THIS REPORT ARE FOR RATINGS OR CERTIFICATIONS ARE OFFERED OR IMPLIED ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER IN APPEARANCE. HEREIN. UNIT CASING MATERIAL: This Product Evaluation Report is being issued in accordance with the 25ga galv.sheet steel equivalent to ASTM A653 CS Cold Rolled Steels. requirements of the Florida Building Code Seventh Edition(2020) Removable top&side covers secured with#8 SAE 1016 SMS screws. Knockouts provided for utility&control connections. 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 OPTIONS: 1522.2,and FBC Residential M1202.1, M1301.1, FS 471.025,including This evaluation is valid for all MITSUBISHI models that appear in the table Broward County Administrative Provisions 107.3.4.This report is also located on the final page of this report. in accordance with the International Building Code(2012,2015,& STRUCTURAL PERFORMANCE: 2018).The product noted on this report has been tested and/or Models referenced herein are subject to the following design limitations: evaluated as summarized herein. Maximum Rated Wind Pressures*: IN ACCORDANCE WITH THESE CODES EACH OF THESE REPORTS MUST BEAR THE ORIGINAL SIGNATURE&RAISED ± 119 psf Lateral, 94 psf Uplift SEAL OF THE EVALUATING ENGINEER. - Required design wind pressures shall be determined according to the design SUBSTANTIATING DATA: pressure guide provided in the appendix or on a site-specific basis in accordance •Product Evaluation Documents with ASCE 7 and applicable sections of the building code(s)being referenced in accordance with ASO methodology. Substantiating documentation has been submitted to provide this TER -Required design pressures shall be less than or equal to the maximum and is summarized in the sections below. pressures listed herein. •Structural Engineering Calculations -*Maximum Rated Wind Pressures indicate the maximum pressures that all Structural engineering calculations have been prepared which evaluate units listed herein are approved for.Valid for at-grade and rooftop applications. the product based on comparative and/or rational analysis to qualify the See limitations herein. following design criteria: Valid for use inside and outside the High-Velocity Hurricane Zone(HVHZ). Site-specific wind analysis may produce alternate limitations provided maximum • Maximum allowable unit panel wind pressure connection rated wind pressures stated herein are not exceeded. integrity e Maximum allowable uplift,sliding, &overturning moment VISIT ECALC.10/34959 for ground and roof applications FOR ENGINEER CERTIFIED ORIGINALS &MORE INFORMATION ABOUT THIS DOCUMENT Calculation summary is included in this TER and appears below. OR SCAN THIS CODE VISIT ENGINEERINGEXPRESSSS.COt`NSTORE FOR I ■ NOTE: No 33%increase in allowable stress has been used in the ADDITIONAL PLANS,REPORTS&RESOURCES design of this product. INSTALLATION: ORIGINAL SIGNATURE AND RAISED SEAL The product(s) listed above shall be installed in strict compliance with OR DIGITAL SEAL REQUIRED TQ BE VALID PER CODE: 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: Frank Bennardo, PE, SECB ❑ If Checked, Certifying Use of this product shall be in strict accordance with this TER as noted ENGINEERING EXPRESS® Engineer and PE# herein.See final page for complete limitations and conditions of use. FL PE#0046549 FLCA#9885 Appear Above INSTALLATION: DIGITAL SEAL NOTICE:IF THIS DOCUMENT IS DIGITALLY SIGNED,THIS SHEET IS PART OF A Shall follow manufacturer specifications as well as information provided DIGITALLY SIGNED FILE.IT SHALL REMAIN IN DIGITAL FORMAT,SHALL BE VERIFIED BY herein. ELECTRONIC MEANS,&PRINTED COPIES OFTHIS DOCUMENTARE NOT CONSIDERED SIGNED AND SEALED.VISIT ECALC.10/DS TO LEARN MORE. FINISH: PRINTED DOCUMENT NOTICE:IF THIS DOCUMENT IS PRINTED&DOES NOT CONTAIN AN Baked enamel,casing COIOr Hifllte IVOry. ENGINEER'S ORIGINAL SIGNATURE&SEAL,THIS DOCUMENT IS VOID&NOT VALID FOR g USE.PHOTOCOPIES ARE NOT PERMITTED FOR USE. Copyright©Engineering Express®.All Rights Reserved The FBC'7'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 Condenser Unit Tie-down clips for = ground application t:= in Group IV.See Tie-Down Strap and Clip Schedule. s X UNIT INTEGRATED FOOT TIE-DOWN CLIP Equivalent to ASTM A653 (GROUND APPLICATION) Foot integrated clips galvanized cold rolled steel 0.039" Miami Tech CUTD 1"wide and any Roof,ground or wall see chart below for thick; fasten cabinet using Anchor length ASTM A653 galvanized structure/substrate installation anchors from Anchor Schedule to Host steel 0.07"thick for all cabinets tied (concrete,steel,see Mechanical Unit Structure Table and SAE GR5 down at ground;fasten clip to host schedule below) for illustration purposes. ASTM-A449 OD 1"washer&nut to structure using anchor from secure anchor to supporting Anchor Schedule to Host Structure Anchor to Host Structure Schedule structure. (Figure for illustration Table and(4)#10-16 x 3/8"SS 316 purposes) self-drilling screw to fasten clip to Max Max 1/8"Min 1/8"Min unit.Install at the unit corners with Unit Lateral Uplift Concrete A36 6061-T6 quantities shown in Tie-down strap Model pressure Pressure 3,000 psi Steel Aluminum and clip schedule table. For units in group IV. 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 ROOF STAND 119 psf 94 psf N/A B B (BY OTHERS) Anchor Types to Host Structure: STRAPS A.-1/4"Dewalt ULTRACON SS4 Anchor embedded 1-3/4"in 3,000 psi concrete. (SEE SCHEDULE) 2-1/2"from edge minimum. B.-3/8"-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. MECHANICAL UNIT NA.—NOT APPLICABLE Tie-Down Strap&Clip Schedule QMV Tie- Additional Unit Max Max Lateral Uplift Down Minimum Tie-Down SEE ANCHOR j Model Pressure Pressure Strap WLL(Ibs) Clips Per SCHEDULE FOR (qty) Long Side REQUIREMENT 43 psf 0 psf N/A N/A N/A Group 89 psf 70 psf 2 500 N/A Tie-down Strap Type: I,II 106 psf 84 psf 2 600 N/A (for roof applications) SUPPORTING STRUCTURES: 119 psf 94 psf 2 700 N/A Working Load Limit(WLL) is strap's manufacturer- METAL STAND. 43 psf 0 psf N/A N/A N/A specified per strap,strap CONCRETE SLAB. p 89 psf 70 psf 2 600 N/A length shall be verified on WALL BRACKET. Group site for all cabinets. METAL CURB. III 106 psf 84 psf 2 800 N/A NA.-No straps required 119 psf 94 psf 2 1000 N/A Note: 43 psf 0 psf N/A N/A 2 Tie-down straps shall be wrapped around unit and roof stand rail,and psf 70 psf 2 1500 N A shall be tightened using the buckle.Provide two straps per unit. 89 Group p p / Straps material shall be high strength webbing and shall be compliant IV 106 psf 84 psf 2 2000 N/A for exterior grade use if they contain plastic components, per FBC chapter 26.Select strap from table based on WLL requirements 119 psf 94 psf 2 2000 N/A 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 12T" AVENUE SUITE 106, DEERFIELD BEACH, FLORIDA 33442 Page 2of4 (954) 354-06601 (866) 396-99991 ENGINEERINGEXPRESS.COM ITEAM@4 ENGINEERING EXPRESS.COM MITSUBISHI M-SERIES SYSTEMS Engineering TER-20-34959 ELEVATIONS&DIMENSIONS Panel Integrity Summary Width Depth Height Weight Cabinet Model Number Max Additional Screws (in) (in) (in) (lbs.) Needed IPanel Applied Pressure MUFZ-KJ09/12NAHZ-U* 31.5 11.25 21.63 83 Wind Direction Groups Group MUZfY-GL09/12/15NA-U* 31.5 11.25 21.63 81 Pressure 1,II,111 IV MUZ-HM09/12/15/18NA2-U1 31.5 11.25 21.63 1 73-81 Top 94 psf Uplift NONE NONE Panel Group I MUZ-FS06/09/12NA(H) 31.5 11.25 21.63 81-83 Panel C 119 psf Lateral NONE NONE SUZ-KA09/12/15NA2 31.5 11.25 21.63 66-80 MUZ-JP09/12WA 31.5 11.25 21.63 73 Panel D 119 psf Lateral N/A NONE MUZ-WR09/12/18NA 31.5 11.25 21.63 73-81 Panel A 0 psf Lateral NONE NONE MUZZY-D30/36NA 33.06 13 33.44 126-143 panel B 43 psf Lateral NONE NONE SUZ-KA18/24/30/36NA2 33.06 13 33.44 129 Panel A 89 psf Lateral NONE 1 MUZN-GL18/24NA-U1 33.06 13 34.63 119-121 MUZ-HM24NA2-U1 33.06 13 34.63 121 Panel B 89 psf Lateral NONE 1 Group II Panel A 119 psf Lateral NONE 2 MUZ-FS15/18NA(H) 33.06 13 34.63 124 MXZ-2C20NA2-U1 33.06 13 27.94 126 Panel B 119 psf Lateral NONE 2 MUFZ-KJ15/18NAHZ-U1 33.06 13 34.63 124 *Additional Screws are required beyond original manufactured cabinet MUZ-WR24NA 33.06 13 34.63 121 UNIT PANELS TOP PANEL GROUP MXZ-3C24/30/36NA2-U1 37.41 13 31.34 137 SUZ-KA09/12/15/18NAHZ 37.41 13 34.63 129-131 SUZ-KA24NAHZ 37.41 13 37.13 190 ` A r Group MXZ-5C42NA2-U1 37.41 13 41.27 189 B MXZ-2C20NAHZ2-U1 37.41 13 41.27 187 MXZ-3C24NAHZ2-U1 37.41 13 41.27 189 j MXZ-3C30NAHZ2-U1 37.41 13 41.27 189 C - .---- -- SUZ-KA30/36NAHZ 41.34 13 52.69 261 TOP PANEL GROUP II MXZ-8C48NAHZ-U1 41.34 13 52.69 276 Group MXZ-8C48NA2-U1 41.34 13 52.69 269 B - A IV MXZ-8C60NA2-U1 41.34 13 52.69 309 L MXZ-4C36NAHZ-U1 41.34 13 52.69 276 - MXZ-5C42NAHZ-U1 41.34 13 52.69 276 CI TOP PANEL GROUP III TOP PANEL GROUP VI r A A C ' A A D . ° I u`` 1 f B -- , f • `�_� _._.�-�• ice. r�=--= �„. �I, ., _I G Images illustration ulr noses, actual nits may differ. LIMITATIONS&CONDITIONS OF USE: Y ill Use of this product shall be in strict accordance with this TER as noted herein The supporting host structure shall be designed to resist all superimposed loads as determined by others on a B site specific basis as may be required by the Authority Having Jurisdiction.Host structure conditions which are f�I O-o not accounted for in this product's respective anchor schedule shall be designed for on a site-specific basis by a 111 registered professional engineer. No evaluation is offered for the host supporting structure by use of this •J_ yJr 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 Pro'.# Remarks B Checked Date threaded portion is embedded within the main member. J Y This evaluation does not offer any evaluation to meet large missile impact debris requirements which typically are not required for this type 17.5131.1 Initial Issue LAO FLB 7/30/19 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 20-34959 2020 FBC CCB RVVN 1/25/21 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. 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 TER-20-34959 APPENDIX A: DESIGN WIND PRESSURE GUIDE 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 Max.Ult. Required Design are not used, required design pressures shall be calculated on a site-specific basis by Max.MRH others.For site-specific scenarios classified as Exposure Category B,the required design Speed Wind (Roof Exposure wind Pressures(ASD) pressures stated for Exposure Category C in the above guide shall be used or design Category pressures shall be calculated separately.For heights and parameters beyond the above (Vuk) Height) Lateral Uplift P P Y• 9 P Y Pressure pressure values,consult with an engineer for a site-specific analysis. At-Grade C 26 psf 21*psf The required ASD design pressures listed in the above guide were calculated based on (0 ft) D 31 psf 25*psf 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 140 mph 100 ft C 67 psf 53 psf listed below. D 75 psf 59 psf *Note: Per the codes and standards referenced herein, uplift is optional for mechanical 200 ft C 76 psf 60 psf equipment at-grade.At the discretion of the AHJ, uplift may be taken as 0 psf or as the D 84 psf 67 psf value listed in the guide. At-Grade C 40 psf 32*psf At-Grade(0 ft MRH)Required Design Pressures: (0 ft) D 49 psf 39*psf o ASCE 7"Design Wnd Loads:Other Structures" C 104 psf 82 psf o Structure Shape=Square,flat terrain 175 mph 100 ft D 117 psf 93 psf o Height of structure(unit+stand or curb,if used)=6 ft max. p p o Width of unit=1 ft min.,Depth of unit=1 ft min. C 119 psf 94 psf o Uplift Pressure=Lateral Pressure x 1.5/1.9(if considered) 200 ft _"'— _ _ - _- D Rooftop(>15 ft MRH)Required Design Pressures: At-Grade C 46 psf 36*psf o ASCE 7"Design Wind Loads:Other Structures: (0 ft) D 55 psf 44*psf Rooftop Structures and Equipment for Buildings" o Structure Shape=Square,flat terrain 186 mph 100 ft D 117 psf • 93 psf o z=up to 7 ft,where z=height of stand or curb+�%unit height -WWWA - o Lateral GCf= 1.90;Uplift GCf=1.50 C ,r< 200 ft D VISIT ECALC.10/FORCES ■0 ❑ indicates a design wind pressure that is not approved for use by this evaluation.Seek FOR HELP DETERMINING DESIGNYPM additional engineering or contact this office PARAMETERS AND C SEE MORE EXAMPLES. ❑ OR SCAN THE OR CODE TO THE RIGHT> for design solutions. UNIT REACTIONS FROM WIND GUIDE DIRECTIVE:This guide is intended for use by a project design professional. Design parameters shall abide all U 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 D/2 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 L Unit Reaction Equations: WitLong 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 Example: A(48"W x 36"D x 42"H),250 Ib 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 1.Sliding Force, L=Plat x D x H =(120 psf)x(48 in)x(42 in)x(1 in2/144 ft2)=1680 Ib =(120 psf)x(36 in)x(42 in)x(1 in2/144 ft2)=1260 Ib 2.Uplift Force,U=P-up x W x D 2.Uplift Force,U=P-up x W x D =(95 psf)x(48 in)x(36 in)x(1 inZ/144 ft')=1140 Ib =(95 psf)x(48 in)x(36 in)x(1 in2/144 ft2)=1140 Ib 3.Total Tension per Long Side= 3.Total Tension per Short Side= =(LxH/2+Uxsd/2-Wtx0.6xsd/2)/scl =(LxH/2+Uxsd/2-Wtx0.6xsd/2)/sw _((1680 Ib x 42/2 in)+(1140 Ib x 24/2 in)- _((1260 Ib x 42/2 in)+(1140 Ib x 24/2 in)- (250 Ib x 0.6 x 24/2 in))/24 in=1965 Ib (250 Ib x 0.6 x 24/2 in))/48 in=1046 Ib 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