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EL-18-2084Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit No. EL-8-18-2084 Pe Type: Permit Electrical - Residential r Im Work Classification: Solar Permit Status: APPROVED Parcel Number Issue Date: 8/24/2018 1 Expiration: 02/20/2019 Applicant 68 NE 91 Street 1131010200020 ROBERT IRWIN FLOYD GONZAL Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell ROBERT IRWIN FLOYD GONZALES 68 NE 91 Street (305)492-9763 MIAMI SHORES FL 33138-2808 68 NE 91 Street MIAMI SHORES FL 33138-2808 Contractor(s) Phone Cell Phone AV ELECTRICAL SERVICE INC (305)218-7347 Type of Work: INSTALLATION OF PHOTOVOLTAIC SYSTEM Additional Info: Classification: Residential Scanning: 3 Fees Due Amount CCF $1.80 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.00 Miscellaneous Fee $0.00 Permit Fee - Additions/Alterations $0.00 Scanning Fee $0.00 Technology Fee $0.00 Total: $5.80 Valuation: $ 3,000.00 Total Sq Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # EL-8-18-68452 08/24/2018 Credit Card $ 5.80 $ 0.00 Avauame Inspection Type: Final Review Electrical Review Planning Review Planning Review Building Review Structural In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and pening. Fut on a the above -named contractor to do the work stated. August 24, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy August 24, 2018 �,ECEIVED Miami Shores AUGVillages g � 2018 Building Department artment c 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949}E• rtF—B� C (2011 BUILDING Master Permit No. PERMIT APPLICATION sub Permit No. ❑BUILDING 0 ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL []PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 68 NE 91 St. Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:11-3101-020-0020 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Floyd Gonzales Address:68 NE 91 St, Street City: Miami Shores State: Florida Tenant/Lessee Name: Email: CONTRACTOR: Company Name: AV ELECTRICAL SERVICE Address: 14614 SW 12 LN City: Miami State: FI hone#: 305-4929326 p: 33138 ne#: Phone#: 305 2187347 y' 2660AP Zip: 33184 Qualifier Name: FELIX NEGRIN Phone#: 305 2187347 State Certification or Registration #: EC13004404 Certificate of Competency #: DESIGNER: Architect/Engineer: Mauricio Salazar Phone#: 305 772-7599 Address: 140 Buttonwood Dr City. Key Biscayne State: FL Zip: 33149 Value of Work for this Permit: $ 000 Square/Linear Footage of Work: _ Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ /Re lace Re air p p El Demolition Description of work: Installation of Photovoltaic System Specify color of color thru tile: Submittal Fee $ Permit Fee $ 41_15114d CCF $ CO/CC $ Scanning Fee $ Radon Fee $ 2 DBPR $ _2 Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ S ;� (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "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." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature W�4 OWNER or AG The foregoing instrument was acknowledged before me this day of JL ,s,r 20 by gew lriiw✓t.4�.s�4 who is personally known to Signature CONTRA T The foregoing instrument was acknowledged before me this day of Jx ll 20 �� by LOX AA&-449t/ who is personally known to me or who has produced pq 7�� as me or who has produced � b"46j4S C,7( Z �� as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: --� Print: Print: 'PY JI Seal: _Seal: `'°' JIM R RENE € MY COMMISSION #FF15152 _� EXPIRES August 14, 201 S MY COMMISSION #FF151526 • FloridallotaryService.com "•:'FoFno?;:' EXPIRES August 14, 2018 APPROVED �� Plans Examiner Zoning Structural Review Clerk � imCr (Revised02/24/2014) AV ELECTRICAL SERVICE Date: State of Florida County of Miami Shores Village Before me this day personally appeared�17C r��C'%Q►/`� who being duly sworn, deposes and says: That he or she will be the only person working on the project located at: 68 NE 91 St. Street, City Miami Shores, State Florida, Zip 33.138 Contractor Si re Sworn to or Affirmed) a d subscribed before me this O3 day of AyGosT 20$ By - - bELt'x JliEcy�¢;� Notary Public State of e '* Antonio J insn G 237142 U�� My Comm g -'Personal) Know _S [,Oa f M1 Extxr 1112 2 N t %� y Or Produced Identification Type of identification Produced ��►�� Notary Public State of Florida Antonio J Insausti �• My Commission GG 9371A9 Pri Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INUIlce EU owner — VVVUKUU5 VUl11pe115dtIV(1 1115Urance CXemptlUrl Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stal. j 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage.' Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: l . The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. I No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. k State of Florida County of Miami -Dade The foregoing was acknowledge before me this fi3 _ day of A K,9 _- 2019 _. ByLAA _C---)O A LC-� who is personally known to me or has produced. as identification. Notary: _ _ _ ; e Notary Public State of Florida SEAL: AntonioJlnsausti , My Commission GG 237142 443 �' Expires 07/11/2022 TABIO ENGINEERING CORPORATION CA09550 140 BUTTONWOOD DRIVE, KEY BISCAYNE, FLORIDA 33149 PHONE: 305-772-7599 email: msalazar@tabioengineering.net FLOYD GONZALEZ RESIDENCE RECEIVED AUG D b 2018 68 N. E. 91 ST MIAMI, SHORES, FLORIDA 33138 SOLAR PANELS INSTALLATION DESIGN BY: MAURICIO SALAZAR, P.E. Florida License # 55757 DATE: JUNE 21, 2018 STRUCTURAL REVIE APPROVED DA 1y . . .... ...... ...... ... ...... %0 0 V .... .... .... .... ..... ...... .... ..... . . . . ...... `ttttt1111 i;��j• •• w4 0 57 T7 • 7S • � •y r • ca. • ♦ y ♦ ) - °w •'��'�`�.SS4 OR IV..-* Nam`*� " r/O N A` E MAURICIO SALAZAR, P.E. Florida License No. 55757 Page 1 of 13 FLOYD GONZALEZ RESIDENCE 68 N. E. 91 ST ST, MIAMI SHORES, FLORIDA SOLAR PANEL ATTACHMENT lb lb lb lb lb kid:= 10001b � Define units: := 1 — A. := t — �:= I — := l — 1 := 1000— in ft2 ft ft3 in 1-) BUILDING DIMENSIONS: Length := 73.28ft Width := 52ft Overall Dimension Eave := 8.59ft Ridge := 14ft GABLED ROOF From wind calculations, wind pressure coefficient: Component and Cladding Pressures: a := 4.50ft Zone] := 36.66psf Zone2 := 63.81 psf Zone3 := 94.36psf All solar panels are to be located in zones 1,2 zone 2 applies to design MecaWind Std v2.2.8.3 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 6/21/2018 Project No. JobNo Company Name TABIO ENGINEERING CORP. Designed By M. SALAZAR Address 140 BUTTONWOOD DR. Description FLOYD GONZALEZI RESIDENCE City KEY BISCAYNE Customer Name ELEMENT SOLAR State FLORIDA Proj Location MIAMI SHORES, FLORIDA F:i.h: i.,ocat:i.on: \\DATA-SERVER\Volume 1-1\TABIO ENGINEERING CORF'\EI,FMENT SOLAR.\69 - FLOY) GONZAL!F.Z\W:IND -A:CS.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 2.538461 12 Slope of Roof(Theta) = 11.94 Deg h: Mean Roof Ht = 11.25 ft Type of Roof = GABLED RHt: Ridge Ht = 14.00 ft Eht: Eave Height = 8.50 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = Overhang Bldg Length Along Ridge = 73.28 ft Bldg Width Across Ridge= 52.00 ft Gust Factor Calculations Gust Factor. Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 B. Page 3 of 13 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3894.89 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 73.28 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CP Pressure Pressure +GCpi (paf) -GCpi (psf) ----------- --------------- ------ ----------- Leeward Wall -0.50 -20.53 -8.32 Side Walls -0.70 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft paf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 8.50 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 3.50 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Roof Location CP Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.62 -24.00 -11.78 Windward - Max Cp -0.11 -9.28 2.94 Leeward Norm to Ridge -0.38 -17.07 -4.85 Overhang Top (Windward) -0.62 -17.89 -17.89 Overhang Top (Leeward) -0.38 -10.96 -10.96 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 11.9 Deg, h/1= 0.15 •••• Note (6) No internal pressure considered (GCpi = 0) for Overhang • • • • •••• •••••• MWFRS-Wall Pressures for Wind Normal to 52 ft wall (Along Ridge) •• • •• • • All pressures shown are based upon. ASD Design, with a Load factor of .6 • • • • • • • • • • • • • • • • Wall CP Pressure Pressure • • • • • • +GCpi (Psf ) -GCpi (psf ) • • • • • • • • • • • • • • ----------- Leeward Wall -0.42 -18.17 -5.95 •••••• • ••• ••i••• Side Walls -0.70 -26.30 -14.09 • • •• •• • • • •• • •••••• Wall Elev Kz Kzt Cp qz Press Press Total • • • • • • • • • • 0 ft paf +GCpi -GCpi +/-GCpi • • • • • • • Goo 000 Windward 14.00 0.85 1.00 0.80 33.94 16.97 29.19 35.14 • • • • • • • • Windward 8.50 0.85 1.00 0.80 33.94 16.97 29.19 35.14 •• • •• • • • •••••• Windward 3.50 0.85 1.00 0.80 33.94 16.97 29.19 35.14 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 5.6 ft -0.90 -32.07 -19.86 Roof: 5.6 ft to 11.3 ft -0.90 -32.07 -19.86 Roof: 11.3 ft to 22.5 ft -0.50 -20.53 -8.32 Roof: 22.5 ft to 73.3 ft -0.30 -14.76 -2.55 OH Top : 0.0 ft to 5.6 ft -0.90 -38.18 -38.18 Overhang Top 5.6 ft to 11.3 ft -0.90 -38.18 -38.18 Overhang Top 11.3 ft to 22.5 ft -0.50 -26.64 -26.64 Overhang Top 22.5 ft to 73.3 ft -0.30 -20.87 -20.87 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.15 Wind Pressure on Components and Cladding (Ch 30 Part 1) Page 4 of 13 G2M* hoof 7 8 c= 45 d All pressures s'nown are based uix,n ASL? L:esiyn, witli a Load 'Fac;tcr of .6 Width of Pressure Coefficient Zone "a" = = 4.50 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp Gcp psf psf ----------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 0.50 -0.90 23.08 -36.66 Zone 2 1.00 1.00 1.0 2 0.50 -1.70 23.08 -63.81 Zone 3 1.00 1.00 1.0 3 0.50 -2.60 23.08 -94.36 Zone 4 1.00 1.00 1.0 4 1.00 -1.10 40.05 -43.45 Zone 5 1.00 1.00 1.0 5 1.00 -1.40 40.05 -53.63 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf • • •••• •••••• •••••• •• • •••••• • •••• •••• • • •••• •••• ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• Page 5 of 13 From Solar World technical information letter dated February 17, 2015, (attached to these calculations), Panels have been tested to a bad of 96 psf. With this information, the safety factors on the panels are: 96psf SF 1 :_ = 1.504 Zone2 SOLAR PANEL INFORMATION:` Panel length: Lp := 78.46in 420 na t�+s�i Panel width: Bp := 39.4in „, �razs(csp R92 ts1 Panel area: Ap' P L •B P = 3091.324 in • �a3s Uplift force: Pu := Ap•Zone2 = 1369.84 lb Panel weight Wp := 47.61b z�n} equivalent uniform weight Upanel := = 0.015 lb (WS) AW_P -P in r Net uplift: NU := Zone2 — lb Upanel = 0.43 2 in Number of supports n := 4 (two rails per panel) • pfa3st�} NU • P Rsawl • • • • Tension bad per support Tbolt n = 330.561 lb '....' 130 PANEL LAYOUT: Per manufacturer's specifications, use option "B" _........._........................... ................ ._ r+S.o rr.c 7 000000 00 0 Page 6 of 13 rated uplift per installation layout option "B": UpanelB 64psf L — 2.19.5in = 39.46 in field spacing between panels P ANCHOR BOLT DESIGN PANEL TO RAIL: SOLARMOUNT Mid Clamp Pan Me, 302101C,3021010,302103C,MOM 3021050, "21060 , i rmm+aa — •: rnrrremouu + Y i- W X Dime aws sp•cili•rl Ininchq unless noted PROPOSED 1/4" SS TYPE 304 BOLT • Wd damp material One of the fotkrMng extruded aluminum alloys: 600545, 6105-T5, 8061-T6 • Ultimate tensile: 38ksi, Yield: 35 ksl • Finish: Gear or Da* Anodized • Yid damp walght: O.OSO Ibs (23g) • Allowable and design loads are valid when components are assembled according to authorized UNIRAC documents • values represent the allowable and design bad capacity of a single mid damp assembly when used with a SOLARMOUNT series beam to retain a module In the direction Indicated > Assemble mid clamp with one Unlrac Y••-20 T-bolt and one W-20 ASTM F594 serrated flange nut Use antiaelze and tighten to 10 ft4bs of torque • Resistance factors and safety factors are determined according to part 1 section 9 of the 2D05 Aluminum Design Manual and third - party test results from an [AS accredited Mtboratory Applied Lad Direction Average Uklmsta bs (M Allowable Load lbs (tl) Safety factor, FS Design Load bs ( Resistance Factor; ; m Tension, Y+ 2020 (8987) 891(3963) 227 1348 (5994) o.6671 Transverse, 2: 520 (2313) 229 (1017) 227 346 (1539) 0.665 i Sliding, X= 1194 (5312) 49D (2179) 2.44 741(3295) Bolt diameter d := 0.25in d 2 Bolt area Abolt := IT- = 0.0491 in2 4 Bolt type STAINLESS STEEL A-304 Ultimate stress: Fu := 90000 lb .2 in Allowable tension stress: Ft := 0.33•Fu = 29700 lb .2 in Allowable tension bad: Tallow Abolt Ft = 1457.9 lb Rated tension bad from catalog above: Tcatalog := 8911b Checktension := if Tcatalo > Tbolt, "PASS" , "FAIL" _ "PASS" Shear Analysis: panel is to be placed on a roof with a slope of (1:12) D.:= atan 1 12 = 4.76•deg k:= LP, sin(ot) = 6.52 in ShearArea: Ashear := H•Bp = 256.72 in • • • sees sees•• sees•• •• • sees•• ••.• .•.. . • sees sees •...• .•.•.. •... ..... • sees•• • • . . . . sees:* • • • • • . .•sees •. • •• • • • e •• • Page 7 of 13 Shear Force: V =—Zone3• Ashear = —42 06 lb bolt n lb Fv := 0.ITFu = 15300 — . 2 in Vallow := ``''bolt.Fv = 751.037 lb shear per catalog: Vcatalog 4901b Peckshear := if(Vcatalog' Vbolt• "PASS" , "FAIL""PASS" Bolt interaction: Tbolt + Vbolt = 0.171 Tallow Vallow all bolts to have at least 4" minimum embedmenet. Rail analysis: Rail beam (6061 T6) is supporting the solar panels and it is spaced at 24" on centers to match truss and/or roof suDDort structure SOLARMUUNT Beams Pert Ne. 310432C, 310132C-8,,1t0ia6C, 31810C41% 3101=0 • • • j 310208C, N020=8, 310340C, 3 f 024=43, 31924014, • • • ( 41014416, 417%=, 410201M, Al02AW • • • • • • V►epatl•a Unns SODURMOUW 6OLAR14OLW ND 9061" Nowd h 2$ &0 +►vas W (W I-1) T" Cross S•dbomi Ann to Cam lim Sedian MO&M (GA4s) W 0-153 Ome S•diw Uodu a (*f-A*) in* 0.113 0221 monwiofWON* PGAIlst W OA64 IASO U WWtO(hW V.Ajdt) ;tit` 0.044 0261 Rediva of Gymdm (X.,k" iM O�We 1.170 RsdW of Op" IT.40sI % 0.2% Om •Ratan**xa•d*du*9dre*#Awww 7`400yi3 QVS 3v N*1416 reaction from panels: Rp Tbolt = 330.561 lb R P lb equivalent uniform bad: Urail := 48in = 6.887 in support spacing: acting moment: per ADM 2005 table 2-22: = 24in 2 M := Urail' 8 = 495.84 in. lb Fb := 28ksi Page 8 of 13 S ' = M = 0.018 in3 req Fb Sprov 0.353 in3 from above table checkbending := if Sprov > Sreq , "PASS" , "REJECT" = "PASS" space anchors on rail at 24". System works if truss spacing is less than 24" load analysis for existing structure: Residence roof structure is 2X10" Rafter system roof with flat cement tiles over roofing membrane over 1 x6" t/g to 2x10 rafters (Southem pine). Load analysis: lb solar panels: Upanel = 0.015 —2 in Spanish tiles: Wsh := 15psf plywood sheating 3/4" Wpwd := 2.25psf wood chord is 2x4" Wpl := 4.5psf lb DL := Upanel + Wsh + Wpwd + Wpl = 0.166 m — 2 . LL := 20psf Rage 9 of 13 bad combination: combl := DL + LL = 0.305 lb .2 in assume joist is southern pine #2 dense grade. joist separation: stn,cc:= 24in lb ULtruss comb I-struss = 7.328 in truss chord length: Ichord 14ft Desian Values for Wood Beam (Southem Pine # 1) : NDS 2015, Table 4B Table 48 Referemw Design Valves for Visually Graded Southern Pine Dimension Lumber ( (2- , 4• thick)'Xis" (Tabulated design values are for nomtal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors) USE WITH TABLE 48 ADJUSTMENT FACTORS Oa•. rak— In a p•r uat• tech 00 spww and saau•Mew its Tendon ghasr Cor•pnaabn Cw araw n Crory oaratlal Var+IMt parWatY ratr Par a0•ctao Ruts grade NaaMe•tlon fwdlsy to grain to grain to grain to grain titeduwa ol4astletH Gnu1t10 Y rAaWmnal ar 0"tot Stn+Cow•1 Dan" NOM4) xo r-4`wde 2.t150 2A60 IAS0 1.6w 13w l.0a0 tA50 1.100 1.0DO a7s. 17s 176 176 175 17 aa5 ra0 aa0 say I80 1,a00 1.a00 1,750 1,aw 1550 1,a00.000 1,a00,000 1.a00.0w 1'400.000 1 0w a 000 Sa0,000 6a0.000' "0.000 51 • • • • • • • • 04? • • r prang 1 ?so 1 1500 1600A00 5a0000 • 1,100 676 175 b65 1;d50 1,400,ODD 610.000 • • • !11ersUettol tA60 wo t76 4a0 1:460 1.300,000 470.000 1 f and sw 6w 400 175 sw NO 1.000,000 470.000 • • • • • Modulus of Elasticity: E := 1600kt Allowable Bending strength: Fhb .= 120OPsi . • • Allowable Compression parallel to grain: Fc := 1500psi Allowable Compression perpendicular to grain: Fc I := 660psi Allowable Shear stress: Kv,,;.= 175psi Specific Gravity: 1�1:= 0.55 Reduction factors per NDS 2015: Load duration factor (Table 2.3.2): CD := 0.9 Wet service factor (Supplement) CM := 1 Temperature factor (Table 2.3.3): Ct := 1 Beam stability factor (3.3.3): CL := 1 Size factor (Supplement): CF := 1 •••• •••••• • •• • • • • • ..... . •• • •• • Page 10 of 13 Flat use factor (Supplement): C fu := 1 Incising factor (4.3.8): Ci := 1 Repetitive member factor (4.3.9): Cr := 1.15 Budding stiffness factor (4.3.12): CT := 1 Desian Values tadiustment factors applie Fbl := Fb•(CD•CM•Ct•CL•CF•Cfu•Ci•Cr) = 1242 lb in 2 Fcl := Fc•(CD'CM'Ct'CL'CF'Cfu'Ci•Cr) = 1552.5 lb .2 in Fvl := Fv•(CD•CM•Ct•Ci) = 157— lb .2 m Ft1 := Ft•(CD•CM•Ct•CF•Ci) = 2.673 x 104 lb .2 in El := E•(CM•Ct•Ci) = 1600000 lb in Wood Joist Analysis: .... b2x10 = . . 1.5in d2x10:= 9.25i • •. • .... ...... Wood Beam Dimensions: �.. •. • ....•. • .. . •..... Wood Beam Cross Section Area: A2x10 := b2x10'd2x10 = 13.875 in • • • • • • • • • • • • •....• • 2 .... 1•�••� .... ..... ..:..• b2x10'd2x10 •..�.• ••. •••.•• Section Modulus Provided: Sx 2x10 '= =21.39063irr... 6 , • . . . . ...... b2x 10' d2x 10 • Moment of Inertia: 1x2x10_ 4 = 98.93164 in • • • 12 2 ULtruss' (chord Acting Moment at Wood Beam: M truss = = 25852.77 in. lb 8 Mtruss _ 20.81544 in Section Modulus Required: '`` Fbl CheckBending := if Sreq < Sx2x10, "OK" , "REJECT' _ "OK" �xisting truss is able to withstand dead bads from solar panels Page 11 of 13 UPLIFT ANALYSIS: TOTAL DEAD LOAD: TLUp := DL- struss = 3.995 Ib in lb Zone2 = 0.443 — . 2 in R TLUP'lchord = 335.5421b joist2 2 TOTAL WIND LOAD: UUP.truss Zone2struss = 10.635 lb in R UUP.truss'lchord w2= :2 = 893.341b NET UP LIFT: Ujoist Rjoist2 + Rw 2 = 1228.88 lb Existing strap is a 3/4" wide metal strap embeded in concrete be beam, similar to Simpson HETA strap, with Florida Approval 11473: TABLE 2 ALLOWABLE LOADS AND FASTENERS • •' ♦ • VA"No Cis H uµk laaral Loa:, • • • / ply so. lakw7rtas FaswrMs load So. Pine FaAwrs Load Ft Ft t••d/Y "ti 1 `t • bomb ": META12 78 8 7-10dx134 14M 8.18d 1450 340 'z•5 • META14 10 7-10dxi14 1450 8-M 1450 340 71459 • • • • • • METAIB 12 7-100134- 1450 0-16d 1450 340 725 META18 14 7-10drl% 1450 8-tad 1450 340 5 META20 IC 5-1Dax1% 1270 5-t5d 1245 340 7" 7-laddir'11$ 1450 e-18d 1450 310 725 META22 I8 7-100134 1450 a-18d 1450 340 725 META124 20 7-100M 14M &lad 1450 340 725 META40 36 7-10dKIS6 14M &18d 14M 340 725 }{£TA12 8 7-10&IV. IUD 7-18d 1780 340 725 }FETA18 12 9-10dxl'% I810 8-M 18I0 340- 725 HE TA2D 1E 16 8-10dxl% IM 7-18d 178D 340 725 9-10d*116 1810 8-1Ec! 1810 3413 725 HETA24 2D 9-1D&IM 1810 8-fad 1810 34ii 725 }1ETA40 .38 9 /0dx"134 Isto 8-18d 1810 3443 725 table 2 from Florida Approval #11473 allowable uplift: Uplift := 17351b checkuplift := if Uplift > Ujoist, "PASS" , "REJECT" _ "PASS" ONCLUSION: ROOF PANELS DO NOTAFFECT THE ESTABILITY OF THE ROOF STRUCTURE. •••• •••••• • .. •••••• • Y 40,008 • • • • • • • • •••••• • • • •• • • • • • • •• • Page 12 of 13 check Panels sharing zones 1 and 2: panel is rated for 96 psf Panel area: Ap = 3091.324 in total uplift force: Uforce Ap•96psf = 2060.88lb lb Zonelpress Zonel = 0.255 — . 2 in lb Zone2press Zone2 = 0.443 — . 2 In percentage on zone 1 zonelpct :_ .75 percentage zone 2 zone2pct := 1 — zonelpct = 0.25 area zone 1: Al := Ap•zonelpct= 2.318 x 103in2 area zone 2: A2 := Ap• zone2pct = 772.831 in check total area: Al + A2 = 3.091 x 103 in uplift force zonel : U1 := Zonelpress-Al = 590.25 lb • � � • • • � • � •••••• • •• • •••••• upliftzone2: U Zone2 A 342.461lb 2 �= press' 2 = """ • �••••� •�•�•• •�•��• Utotal := U1 + U2 = 932.711b •••• •••• ••v• checkupli$force :_ ► Uforce >Utotal , "PASS", "REJECT" _ "PASS" + • • • • • • . . .•••.. SAFELY FACTOR: Uforce SF := = 2.21 • • • " • : :*Goo: Utotal •••••• •' • Page 13 of 13