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RC-18-1738DY RECEIVED Miami Shores Village \10 Building Department JUN 25 20i8 p 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 y� G IA�iA Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION [KUILDING ❑ ELECTRIC ' ❑ ROOFING FBC 20F " Master Permit No. �6 - 1--Is e) Sub Permit No ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Lt q V N F— Cj I S 1 City: Miami Shores County' Miami Dade Zip: 32?'l 3 Folio/Parcel#: S_,CC, Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 1- f) t .: �, L(_(— Phone#: Address: cs MF-tWCC1-- I.,)Ao—i City: CCU A C_ �cil�l3U=�� State: L_ Zip: i Tenant/Lessee Name: Phone#: Email: 1 - (,1 6 y � CONTRACTOR: Company Name: C�V'C �p ILC, Phone#: Z ' l l�i Address: (Lf C) N k;J' 31 ST City: State: Zip: 31 2 Qualifier Name: '—E[ilti/ As Phone#: 6 rq State Certification or Registration #: Certificate of Competency #: z DESIGNER: Architect/Engineer: Address: City: Phone#: Value of Work for this Permit: $ L*L5 `1oM • C; d Square/Linear Footage of Work: Zip: Type of Work: Addition CK Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ 2CDO • C73 Permit Fee $ 13 s``r ` 00 CCF $ 2- 9 • CO/CC $ � ' 00 Scanning Fee $ Cv 4 ' � Radon Fee $ (� GO DBPR $ gd ' 2 Notary $ CA Fee $ �'i Gl Double Fee $ Technology Fee $ 3 6 Structural Reviews $ �d Bond TOTAL FEE NOW DUE $ I •�� (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 estim ed value ex eding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lie law broc re will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notii of mme4bsence ent must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is sued' j of such posted notice, the inspection will not be approved and a reinspection fee will be charged.�- Signatu _-,� Signature rA, OWNER or AGENT CON R OR The foregoing instrument was acknowledged before pme this The foregoing i tru ent was acknowledged before me this I_ day of i 20 % U by day of L 20 18 by -CjN C� �1Gir pwho is personally known to � M 7 who is personally known to me or who has produced identification and who did take an oath. as me or who has produced NOTARY PUBLI IVELISSE TERESA GONvA U MY COMMISSION # FF1943< t Sign EXPIRES January 29, 2019 Print: Seal identification and who did NOTAR ZPUBLI Sign. Print: as ', IVELISSE TERESA G--ON1 MY COMMISSION # FF1943 '01 EXF R-rS Janus+y 29, 2019 53 rl, — APPROVED BY 7 Plans Examiner ( Zoning '4 Structural Review Clerk (Revised02/24/2014) 0,46M or� FioRi 10050 N.E. SECaND AVENUE MAMI SHORES, FLORIDA 33138-2382 TELEPHONE. [335) 795-2207 TRAVIS HENDALL FAX: (3051756-8972 Rznning & Zoning Director DEVELOPMENT ORDE File Number: PZ-5-24.18-37 Property Address: 490 NE 91" Street Miami Shores FL 33138 Property Owner/Applicant: Salvatore Cavallaro, Address: 490 NE 91 " Street Miami Shores FL 33138 Agent: Freddy Savelli Address: 9030 NE Stu Avenue, El Portal, FL 33138 Whereas, the applicant Salvatore Cavallaro (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, See. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required for an addition. Whereas, a public hearing was held on May 24, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to create and maintain two (2) legal parking spaces on site. Page 1 of/Z VISIT US 1 www.rniamisharesvillage com 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work, authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 241h day of May, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff s recommendations with a condition that the windows throughout the house remain with uniformity by Mr. Brady, seconded by Ms. Hegedus and the vote was unanimous in favor of the Motion. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Yes Date John Busta Chairman, Planning Board Page 2 of 2 6/20/2018 Property Search Application - Miami -Dade Countv OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3206-019-0010 Property Address: 490 NE 91 ST Miami Shores, FL 33138-3151 Owner 490 INVESTMENTS LLC Mailing Address 95 MERRICK WAY STE 250 CORAL GABLES, FL 33134 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,576 Sq.Ft Living Area Sq.Ft Adjusted Area Sq.Ft Lot Size !13,500Sq.Ftf] Year Built Assessment Information Year 2018 2017 2016 Land Value $405,108 $405,108 $337,590 Building Value $160,999 $162,265 $163,531 XF Value $12,352 $12,497 $12,641 Market Value $578,459 $579,870 $513,762 Assessed Value $578,459 $565,138 $513,762 Benefits Information Benefit Type 2018 2017 2016 Non -Homestead Cap Assessment Reduction $14,732 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description EL PORTAL PB 9-101 LOT 1 & 2 BILK 1 LOT SIZE 100.000 X 135 OR 13672-139 0588 1 Generated On : 6/20/2018 Taxable Value Information 20181 2017 2016 County Exemption Value $0 $0 $0 Taxable Value $578,459 $565,138 $513,762 School Board Exemption Value $0 $0 $0 Taxable Value $578,459 $579,870 $513,762 City Exemption Value $0 $0 $0 Taxable Value 1 $578,459 $565,138 $513,762 Regional Exemption Value $0 $0 $0 Taxable Value $578,459 $565,138 $513,762 Sales Information Previous Price OR Book- Qualification Description Sale Page 04/11/2018 $100 30939-2229 Corrective, tax or QCD; min consideration 02/14/2018 $610,000 30868-3895 Qual by exam of deed 01/24/2015 $579,900 29528-2938 Qual by exam of deed 12/02/2013 $390,000 29145-1275 Religious, charitable or benevolent organization The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: 6/20/2018 Detail by Entity Name Detail by Entity Name Florida Limited Liability Company 490 INVESTMENTS LLC Filing Information Document Number L18000030692 FEI/EIN Number NONE Date Filed 02/02/2018 Effective Date 02/02/2018 State FL Status ACTIVE Principal Address 95 MERRICK WAY 520 CORAL GABLES, FL 33134 Mailing Address 95 MERRICK WAY 520 CORAL GABLES, FL 33134 Registered Agent Name & Address CAVALLARO, SALVATORE 95 MERRICK WAY 520 CORAL GABLES, FL 33134 Authorized Person(s) Detail Name & Address Title MGR CAVALLARO, SALVATORE 95 MERRICK WAY SUITE 520 CORAL GABLES, FL 33134 Annual Reports No Annual Reports Filed Document Images 02/02/2018 -- Florida U n€ted Liability View image in PDF format http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResuItDetai I?i nqui rytype=EntityN ame&di rectionType= Initial&searchNam eOrder=4901N VESTM ENT... 212 ::H (:� , Z-q -� - �;� Z-9 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Permit NO.: RC-6-18-1738 t 9�f L Permit Type: Building (Residential) �)� 4 Work Classification: Addition/Alteration Permit Status: Approved Issue Date:12/21/2018 Expiration: 06/19/2019 Location Address Parcel Number 490 NE 91 ST, Miami Shores, FL 33138 1132060190010 I Contacts SALVATORE CAVALLARO Owner SA ORE CAVALLARO Applicant 21 E SUNRISE AVE, CORAL GABLES, FL 33133 21 E SUNRISE AVE, CORAL GABLES, FL 33133 Other:3055821985 Other:3055821985 HCD DEVELOPERS LLC Contractor TOMAS RAFAEL GONZALEZ 5273 SW 157 LN, MIRAMAR, FL 33027 Business: 3055929898 Description: ADDITION OF 626 TO EXISTING SFR WINDOWS Valuation: $ 45,000.00 Inspection Requests: REPLACE AND REMODELING EXITING KITCHEN F-762-4949 TotalSq Feet: 626.00 Fees Amount CCF $27.00 Cert. of Compl. for Single Fam and Duplx $50.00 (Manual) DBPR Fee $20.25 DCA Fee $13.50 Education Surcharge $9.00 P&Z Review Fee $35.00 Permit Fee $1,350.00 Scanning Fee $84.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $36.00 Total $1,804.75 Payments Date Paid Amt Paid Total Fees $1,804.75 Check # 2610 12/21/2018 $1,514.75 Check # 516 06/25/2018 $200.00 Amount Due: $90.00 Building Department Copy 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 regulating coaWa rtion I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws and zoning. Futhermore, I authorize the above named contractor to do the work stated. Signature: Owner / Applicant / Contractor / Agent Date December 21, 2018 Page 2 of 2 M IAM I.Department of Regulatory and Economic Resources 17At� QAAW� Impact Fee Receipt Process Number: M2018014395-0 Folio: 1132060190010 Fee Payer: SALVATORE CAVALLARO 95 MERRICK WAY SUITE 520 CORAL GABLES, FL 33134 Fee Type Dist Category Cat Category Descriptior lid Code Sufix L _ AREA 1 5002 00 _ UNIT SIZE (SQ FT) I_ Batch: Site Address: 490 NE 91 ST Collection Date: 08/17/2018 Units Fee 626.00I Collection Number: 124151 Extended Deferral I Deferral Amount Amount Admin $0.92 $574.67 Total: $574.67 y - Deferred Amount: + Deferred Admin: — Total Amount Due: $574.67 I Paid Check: Paid Cash: Paid Credit: Paid Convenience Fee: Total Paid : • • ••t• p •• a •• • $0.00 $0.00 $574.67 $11.67 $586.34 Report run on: November 19, 2018 11:45 AM 9C , (0 — l — Iq �)B Page 1 of 1 ?`may LIG J! .p' .� j� s i* H ►- �v� y?�' __ " a8 r -t!! ;�"artiiv• i v b Y 4 w '° +• J Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 z Building Inspection Department Description: ADDITION OF 626 TO EXISTING SFR WINDOWS REPLACE AND REMODELING EXITING KITCHEN 1• ` Permit Type Building (Residential) Bldg. Permit No. RC-6-18-1738 Contractor HCD DEVELOPERS LLCM` Owner SALVATORE CAVALLARO Subdivision/Project Date Issued 08/12/2020 '�tr Construction Type V-B Occupancy Single Family Type' tr Square Footage 1.00 Flood Zone X r "r t, , I Location If the building is located in a special flood hazard area documentation of the as -built lowest floor l; {1 490 NE 91 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 Miami Shores Village." r y; This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the + `5�►�ORES time of issuance this structure was in compliance with the v rious ordinances of the jurisdiction �l►f,.r �' << regulating building construction or use. L� Building Officials Approval Ismael Naranjo, CBO 't o AIso pRIVp' Not Transferable 16 POST IN A CONSPICUOUS PLACE fil- � i y�' �#.�41►}'��rc-���t �Fxi i.��� , �'�" a 7"�^Ir'L? 5„! �' a. � a;}'�i^'� '�+ M'i� `�r'r$Y'�4� �'`,sy�,Y,.��•'�,r.� ' �7� '-'•: i��k: �+1: • 1't �. �t�- 1�J�} a 4'� �j�!�s�xy �.xy..+.Y _,�!�"'��.�. L�S!� ��� 'tA � 3��.�� •�� Miami Shores Village 4$, Building Department j/ 10050 NE 2 Ave Miami Shores FL 33138 foRID --- ---- Permd NO RC-6-18-1 38 Type: Building (Residential) workclass: Addition/Alteration ----Permit Status: Approved Issue Date: 12/21/2018 Expires: 06/19/2019 INSPECT+ONREQUESTS:(305)762-4949orlogonathttps://bldg.msvfl.gov/energov_piod�selfservice POST ON SITE Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY. 8'OOAM - 7:OOPM SAT;,RCAY B:OOAM - 6OOPM. 1132060190010 NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED PLANS AHE READILY AVAILABLE IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SL'ALI BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REOUIRF IJ 10 ALLOW INSPECTION Owner's Name: SALVATORE CAVALLARO Owner's Phone: (305)582-1985 Job Address: 490 NE 91 ST Total Square Feet: 626 Miami Shores, FL 33138 Total Job Valuation: $ 45,000.00 Contractor(s) Phone Address HCD DEVELOPERS LLC (305)592-9898 5273 SW 157 LN, MIRAMAR, FL 33027 Description: ADDITION OF 626 TO EXISTING SFR WINDOWS REPLACE AND REMODELING EXITING KITCF-EN Y-10 f — 13 ks- f A,••_ �•4c,X Ic"..4 Asv 5-11d tf vuv% I.j I jL--W f- _ IPI' �i'7/S'.%-ems �. �,�•-�-1�_ '�' ��-,,- y� / J f" c3 f� . � r ,,��.,.•,,. �. ��t �j�`� - ct� �-. +�I �k-Y -„vL ,•pe, ,., v... G �- �, ...sj ..� ran 4 r _ � t� WARNING TO OWNER: YOUR FAILURE TO RECORD A TICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS 7'0 YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED J)ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU END TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN RNEY BEFORE COMMENCING WORD OR RECORDING YOUR NOTICE OF fIMENCEMENT. ;::. , of 1 I MIN KL(,URL) �PECTION DATE INSP unclation !mwall ,b lumns (1st Lift) lumns (2nd Lift) Beam iss/Rafter of Sheathing cks erior Framing ulation iling Grid Iwall ewall re Lath of Steel of Deck al Pool al Fence een Enclosure veway veway Base Cap of in Progress )p in Progress al Roof fitters Attachment al Shutters Is and Guardrails A compliance 0 0 )"1 "ME11100IIIIIIIIIIIII I Bearing Cert I Treatment Cert or Elevation Survey of Unit Mas Cert ulation Certificate :)t Survey al Survey iss Certification STRUCTURAL COMMENTS I WINDOWS & DOORS INSPECTION DATE INSP Attachment PUBLIC WORKS INSPECTION DATE INSP Excavation I i, rg ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With FINAL ELECTRICAL COMMENT • INSPECTION [DATE INSP • Final Sprinkler Final Alarm INSPECTION DATE INSP Rough Water Service 2 nd Rough Top Out Fire Sprinklers Septic T-ink, Sewer Hook-up Roof Drains Gas ILP Tank Weil Lawn Sprinklers !'Vlain Drain Pool Piping Backflow P, eventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS -�A rE INSP ,— Pressure Test I Final Hood Final Ventilation Final Pool Heater Final Vacuum • MECHANICAL COMMENTS w"Ir JOHN IBARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers WWW.IBARRALANDSURVEYORS.COM 777 N.W. 72nd AVENUE 1 4851 TAMIAMI TRAIL NORTH SUITE 3025 SUITE n 200 MIAMI, FLORIDA 33126 :'MAPLES, FL 34103 PH: (305) 262-0400 PH: (239) 540-2660 FAX : (3051 717,,; -114nT =A.x 17 39�. 54n_2664 ABBREVIATIONS AND MEANINGS A ARC AIC = AIR CONDITIONER PAD, AE= ANCHOR LAE EMENi. AR = A.,;VIIC,V ROOF. A5 = A,UMINUM SHED. ASP` .= A5FHA.T. 5.C.= BLOCK COF\ER. 5. C. R.= BROWARD CDJNIY RF.CORD5 5_DG.= BJILDING. B.M.= 5ENCF VARK B.0.5.= DA515 OF BEARING5. 5.5.L. = BJILDING 5FTBACF, L:NE C - CALC,ATED - 2 2 CB = CATEI BASIN. C.B.5= CONCRETE BLOCK 5fRUCT'JRF. CB'W = CONCR`TF BLOCK WA: p LlLO�f\ - CH.= CHORD. - - CI+.B.= CHORD BEARING. CL = CLEAR C.L.F.= CHAIN UNK FENCE. C.M.E.= CANAL MAIN-ENANCF EA5`-MENT5, CONC.- CONCRETE r. P.- CONC PORCH. \Q(� C.5 = CONCRETE SAB. C U.P.= CONC. U J11. O' f C.W.- CONCRI7 WA_K D.E.=DEN NAGF AMMENT. . M.E= DRAINAGE MNN'ENANCE EA5EME%T5 DRIVE = DRIVEWAY DEGRF5 EAST. FB f-ECTRiC BOY T.P.- EfCTPLECTRIC .ANSPORMER PAD YIN LEV. .EVA ION. CR= I21,NC1.1 NT. = FIR_ II N'. F P = FOUND RON PIPE. F. .R.= FDJND IRON ROD. FF E _ `IN15-D FLOOR P;EVAFION. F.\.7.= FOUND NAIL < DISK. FR = FRAME - CERTIFICATION: 5ALVATORE CAVALLARO LEGAL DESCRIPTION: LOTS 14 2, BLOCK I OF EL PORTAL ACCORDING TO ThE PLAT TIIEREOF, A5 RECORDED IN PLAT BOOK 9, PAGE 101 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. ICAP .P. 8 - --- - `�o OVERHEAD WIRE 900 Qb `NIP.= `EDFRA. NATIONAL IN5JRANCE LOT _, 2 F.N.= FOUND NAIL. =PGIMEG " �LaGK I RRIGAT ON CON[ROL VAVE F =IRON FENCE IN.! FG.= NGRE55 AND FGRE55 F_A5EMEN 7. B. = C, Nr ' fw:Fo•.estor L B.,"IBOG P.= UGHT POLE. = LOWLS- FLOOR E.EVA'ION. M.E.= A&F ^1147NANCE EA5EMENT. M'NU 5. N - VEA. RD C15-ANCE. MS = MAIL BOX M D. C.R MIAM DADE COUNTY RECORDS N.E.= MAIN, NANCE FA5EMENT5 MON, = VONUMEN'T LINE. MH = MANHOLE. (n ; MIL = VONJMF"IT LINE. w � ' Y N.A.P.- NO- A'AF' O% o NGVD = NAT''ONA, GEODETIC VERIICAL DA JM. N. = NORTY m © T TO SCA,E L kO. N= NOMB R. > n O =OVCRHEAD . =. vC),. OH:O AD JTILY � v ORB = o'FtCIAL RFCORD5EooK nQ OVH=OVERHANG VMT.= PAVEMENT. 0 tTl O U PL= PANTFR. R/, = FROPERT' LINE. z F.C.C.= POINT OF COMPOUND CURVE. P.C.= MIN r OP CURVE.(- ­POINT 0`TANGENCY. POC.= POINT OF COMMENCEAF.N". '� D FOB.= -0 IT OF BEGINNING. z F.R.C.= PO N- OF REVER5E CURVE m P.B.= PLAT BOOK, PG.- M Q PAGE. PWr. = FARAWAY. > -/ 1 FIRM. = PERMANENT REFERENCE MONUM.F.N'. z 5.= PROFE551ONAL DAD 5URVF"OR. R. RKORDED D15"ANC,. RR.= RA'_ ROAD. a RES.- RES:'DENCE. 7 r PROP. COR.= PROPER'Y CORNER 1M1 RIGHT-OF-WAY. R- RADIU5 POINT. '�- RGE. RANGE m 5F.C.= 5ECTION. > l� I STORY. --I SWA,= 5DEWALI.. 5 P.= 5ET IRON PIPE _B. 11101. 5,= SCREENED PORC'1 z 5 - 50u IP = SECONDS D') TANG N 9 TE,E. HONE BOOTH T.U.E.= TECHNOLOGY UTILITYEA5EMENJ 59 = iRIBOX -R GN .5.P = AFFF 5 IC SIGMA FOIE ... WF =TOWN5HIF J.P.= U T ILI Y PO,E. W.M.= WATER METER. W.`.=WOW FENCE. W.R= WOOD ROOF, W.M.= WATER METER. Wf.= WOOD FENCE. W.R.= WOOD ROOF, W.5.= W'JOD SHED. W=NSF. = CENTER LINE. = CENTRAL ANGLE LEGEND = ANC. al I = OVERHEAD UTILITY LINES = CONCRETE BLOCK WALL -�. ;r--3E = CHAIN LINK FENCE 0 0 0- = IRON FENCE L -� T--- - = WOOD FENCE = BUILDING SETBACK LINE = UTILITY EASEMENT = LIMITED ACCESS R/W �T- = NON -VEHICULAR ACCESS RAN x 0.00 = EXISTING ELEVATIONS 12. MAP OF BOUNDARY SURVEY 490 NE 915t STREET, MIAMI 5110RE5, FL 33135 GRAPHIC SCALE + -20 0 10 20 9 s (IN FEET) OT - 3 1 INCH = 20 FEET 6LC1GK F.LR. 1/2" 135.00' NO CAP '7 LL 27.47' CLONC:� GARAGE DRIVEWAY ° F.E.E.= n � 9 9� 17.98' + v O �-n 9 rn O N II LOT a CD ONE STORY RES. # 490 z 9 Q �C$ 2, I o I£Q'Lb 9Z 0 + L.F. + < s V6"Lb A6 , p LVJ I.F. OtLI'0 ► - 5CONC 5WK -91- p 3>_ W n O r O 0 F.F.E.= 1 1.34' 4.55' GARAGE= 9.30, (NGVD-29) 47.72 Ql rE + 110.00, 19S I G.G' PWY I I S'6Z C.P. TILE WAL(, 4.65' �- --�- W + Q < C 9 A O6b rc' I F.I..R. IJ2 W O b 0 � I 8 � i r --1 -V o3 C" ®o -4 D r ;0 ^. \c� 1 T O D rn 9� L 39.23 Tan=24.96 } 8=89053'52" s B.c CH=35.32' F.I . R. I /2" NO CAP G .g ,00' S £ A5PMALT RETURN E F i R 2/ II 00' S £ NO �AP R=25.00' 15.5- A5Pt1ALT PVMT. -T - _- 60' TOTAL RIGHT-OF-WAY -- �_ -. 9 9 9 2F ADDITIONAL NOTES: 1. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 MIAMI-DADE COUNTY BENCH MARK # A-400. LOCATOR NO. 3251; ELEVATION /S 14.75 FEET OF N.G.V.D. OF 1929. I LOCATION SKETCH SCALE = N.T.S. LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: -HERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON T'�5 • SURVEY. • EY.AMINATION5 OF -ME ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE ' RECORDED IN5TR TAENTS, IF ANY, AFFECTING THE PROPERTY. • -HIS SURVEY 15 SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. • LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. • BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE 5JRVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE; THE WALL5 OR FENCES MAY BE EXAGGERATED FOR CLARITY PURPOSES. • EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS DEPIC-E7 OTHERWISE. • -HE TERM'ENCROACHMENT" MEANS V151BLE AND ABOVE GROUND ENCROACHMENTS. • ARCHITECTS SHAi.L VERIFY ZONING REGJLATION'S, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING • PLOT PLANS WTI CORRECT INFORMA'ION POP A.FPROVAL FOR AUTHORIZATION" TO THE PROPER AUTHORITIES IN NEW CONSTRUCTION. • • • • • UNLE55 0"HERWI5E NO-ED, TH15 FIRM HAS NOT ATTEMPTED TO LOC4jE FOOTIN(4ND/OR FOUNDATIONS. • • • • • • • • • • . • • FENCE OWNERSHIP NOT DETERMINED. • • • • • THIS PLAN OF SURVEY, HAS BEEN PREPARED Fefc•"HE DfLU5IVE US" }1:ENT.IE5 • ! NAMED HEREON, THE CERTIFICATE It• • • 9 • • • oboe** • DOES NOT EYTEND TO ANY JN14AMED PARTY. • FLOOD ZONE INFORMATION:' • • • • • e • • • • • • • • • THE NFIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN: • • FLOOD ZONE: �(' •••••• ••• • • • • • • BASE FLOOD ELEVATION: WA. • • • • COMMUNITY: 120652 • • • • • • • ! • • • • PANEL: 0306 • SUFFIX: L • • • • • • • • • DATE OF FIRM: 0911112009 • •• • THE SUBJECT PROPERTY DOES NOT LIE INIA SPECIAL FLOOD HAZ421 VEA' ! • • • • • • • • • • • SURVEYOR'S NOTES: • • 1. IF SHOWN, BFARING5 ARE REFERRED TO AN A55UMED MERIDIAN, BYS�I�PI•.AT IN "HE DE5CRIPT!ON OF THE PROPERTY, IF NOT, 5EAPJNG5 ARE THEN REFERRED TO COUNTY, TOWNSHIP MAPS. 2. THE CL05URE IN THE BOUNDARY SURVEY IS ABOVE 1 :7500 Y-. 3.CER71FICATE OF AUTHORIZA"ION LB III 780G. SURVEYOR'S CERTIFICATION: I HEREBY CERTIFY: TH15 'BOUNDARY SURVEY OF THE PROPERTY DE5CRIBED HEREON, HAS RECENTLY BEEN SURVEYED AND DRAWN UNDER MY SUPERVISION, AND COMPLIES WITH T-It 5TANDARD5 OF PRACTICE AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAUD SURVEYORS IN CHAPTER 5J-17, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027. FLORIDA 5'ATUTE5. BY. _ 0610312020 JOHN IBARRA (DATE Of FIELD W0R<1 PROFE5510N,, LAND 5JRVfYOR No., 5204 STATE OF FLORIDA (NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A `LORIOA LICENSED SURVEYOR AND MAPPER). �Z REVISED ON: REVISED ON: DRAWN BY: DP FIELD DATE: 0610312020 SURVEY NO: 1 18-000521-3 SHEET: 11 OF 1 �rl I BA R,Q )O _� 1 a L� NO.5204 O STATE OF 1 ���tiIL LAWS L.B.# 7806 SEAL U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2022 National Flood Insurance Program ELEVATION CERTIFICATE 18-000521-3EC Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: SALVATORE CAVALLARO A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 490 NE 91 ST City State ZIP Code MIAMI SHORES FLORIDA 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 1 & 2, BLOCK 1, EL PORTAL, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 9, PAGE 101, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25° 51' 31 Long. 80* 11' 14.3 Horizontal Datum: ❑NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 2,320 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 11 c) Total net area of flood openings in A8.b 1,170 sq in d) Engineered flood openings? ❑ Yes ® No A9. For a building with an attached garage: a) Square footage of attached garage 225 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade o c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes FX] No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 62. County Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI-DADE FLORIDA B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 12086C - 0306 L 9/11/2009 09/11/09 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile FX] FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes x❑ No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (12/19) Replaces all previous edition's. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 18-000521-3EC Expiration Date: November 30, 2022 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 490 NE 91 ST City State ZIP Code Company NAIC Number MIAMI SHORES FLORIDA 33138 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: MIAMI DADE COUNTY BM ; A-400 ; 14.75 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. X❑ NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 9. 10 X❑ feet ❑ meters b) Top of the next higher floor 11. 34 ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑x feet ❑ meters d) Attached garage (top of slab) 9. 30 ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 9. 77 feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 9.0 feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 9.40 feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A. ❑x feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ®Yes ❑ No ❑Check here if attachments. Certifier's Name License Number Bq R� JOHN IBARRA 5204 �0 Title PROFESSIONAL LAND SURVEYOR NO. 5204 O Company Name JOHN IBARRA & ASSOCIATES, INC 0 STATE OF �tf�O. F�OF,,Op yam' N'4 Address 777 NW 72 AVE #3025 L LAB City State ZIP Code MIAMI FLORIDA 33126 LB#7806 Signature (? '; '' Date Telephone 61312020 i" P: (305)262-0400 CENTERLINE ROAD ELEVATION: Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) C.O.R= 9.94 FT SECTION C2 (E) LOWEST ELEVATION OF MACHINERY = THE A/C PAD, LOCATED ON THE SOUTH SIDE OF DWELLING; LATITUDE AND LONGITUDE DETERMINED BY USING GPS; ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929; MIAMI-DADE COUNTY BENCHMARK # A-400; ELEVATION IS 14.75 FEET OF N.G.V.D. OF 1929 REAR FLOOR OF HOUSE HAS A FLOOR ELEVATION OF 11.18 FEET; FEMA Form 086-0-33 (12/19) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 18-000521-3EC Expiration Date: November 30, 2022 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 490 NE 91 ST City State ZIP Code Company NAIC Number MIAMI SHORES FLORIDA 33138 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ® feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑x feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ® feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑x feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑x feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (12/19), Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 18-000521-3EC Expiration Date: November 30, 2022 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 490 NE 91 ST City State ZIP Code Company NAIC Number MIAMI SHORES FLORIDA 33138 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community flood plain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ❑ feet ❑ meters of the building: _..... _._....... _......... Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (12/19) •Replaces all previous editions. Form Page 4 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6, 18-000521-3EC Expiration Date: November 30, 2022 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 490 NE 91 ST City State ZIP Code Company NAIC Number MIAMI SHORES FLORIDA 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Front View Rear View Front View Date: 6/4/2020 Rear View Date: 6/4/2020 1 Right Side View Left Side View I Right Side View: 6/4/2020 Left Side View: 6/4/2020 FEMA Form 086-0-33 (12/19) Replaces all previous editions. Form Page 5 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS Continuation Page 18-000521-3EC OMB No. 1660-0008 Expiration Date: November 30, 2022 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 490 NE 91 ST Policy Number: City State ZIP Code MIAMI SHORES FLORIDA 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, 'Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. Photo One Photo Two Photo Three Photo Four FEMA Form 086-0-33 (12/1 J) Replaces all previous editions. Form Page 6 of 6 ,Truss i BUILDING PERMIT APPLICATION Miami Shores Village Building Department RECEIVED 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 MARK 1l 2 2019 Tel: (30S) 79S-2204 Fax: (305) 756-8972(.� INSPECTION LINE PHONE NUMBER: (305) 762-4949 ( U f "1 FBC 20 Master Permit No. 2 C i 6j 9,J5 Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF JOB ADDRESS: CON RACTOR �L 9 ] s 1 `J),AA, �o ��S ❑ EXTENSION ❑ CANCELLATION 313 ❑ RENEWAL SHOP DRAWINGS Folio/Parcel#: IsXhe Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type OWNER: Name (Fee Simple Titleholder):. Address: City: C6 Tenant/Lessee Name: Email: U /ti Cs -�7-2/. Flood Zone: BFE: FFE: one#: ?OS S 8 2 19 5S State: 1 Zip: _ Phone#: 3 3 FJ CONTRACTOR: Company Name: �1 ( V ;.IV/ < VY 1 �/ pe Phone#3o,5 S �2-yam q g Address: l Lines 0j L7 S—F �7 City: _� a m [ State: T/ LC Zip: 33 1 -7 Qualifier Name: �� A S %I]� 2� Phone#: C/.- State Certification or Registration #: t'� t 5 Certificate of Competency #: DESIGNER: Architect/Engineer: Address: City: State: Zip: Value of Work for this Permit: Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New _ ❑ Repair/Replace ❑ Demolition Description of Work: �+�(% SSI� S =1 1/\ S ±G �`iG'J"CC)(n Specify color of color thru tile: ' y Submittal Fee $' Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews DBPR $ Notary Double Fee $ Bond $ �/n TOTAL FEE NOW DUE $ `TZ`1 • 0D (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 estima value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction li law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the record d otice o ommencement must be posted at the job site for the first inspection which occurs seven (7) days after the building pe it ' is / In the absence of such posted notice, the inspection will not be approved an ei spection fee will be charged. Sign R or AGENT The foregoing instrum nt was/acknowledged before me this day of 0 20 by .�. who is personally known to e or who produced as identification and who did take an oath. NOTARY PUBLI CONTRACTOR The foregoi`P instru nt was acknowledged before me this —dayof� G/G14(— 20by l d ifi G� L7(i if ?a( - who is person y k me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Sign Print: �r • * ota Pu is late o rl Ivelisse Teresa Gonzalez Seal: �,yr•y#, Notary blic State of Florida My Commission GCS 302028 �Ivelisse Teresa Gonzalez M ^ Expires 02114/2023 y Y w My Commission GG 3U.?02ti 'Oaw� Expires 02/14/2023 APPROVED BY Plans Examiner Zoning i s Structural Review Clerk (Revised02/24/2014) �r�iei.i /r�f�r•r.•„}G�r�• Martinez Truss Co., Inc. 9280 NW South River Dr. Medley, FL 33166 (305) 883-6261 * Fax: (305) 885-2925 infol@a martineztruss. net Job Number. 19012302A Customer: LA HANDYMAN Name: 490 ADD REDO Address: 490 NE 91 ST ST City, ST, ZIP: MIAMI SHORES, FL 33138 General Truss Engineering Criteria & Design Loads Building Code and Chapter: FBC2017ITP12014 Computer Program Used: MiTek Version: 8.23 Oct 2 Gravity: Gravity: 55.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 175 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 M AYU COUNTY Project Engineer of Record: No. Date Truss ID# 1 03/20/19 1 H9 A0055298 2 03/20/19 11­111 A0055297 3 03/20/19 1 HG7 A0055299 4 03/20/19 1 T A0055300 5 j 03/20/19 CJ7 A0055301 6 03/20/19 11 A0055302 7 03/20/19 J3 A0055303 8 03/20/19 J5 A0055304 9 03/20/19 J7 A0055305 10 03/20/19 MHV9 A0055306 11 03/20/19 V13 A0055307 12 03/20/19 V17 A0055308 13 03/20/19 V21 A0055309 This cover sheet is sealing each indivii numbered and with 1rrda6 a{ute 61 G15-31.003 in lieu of signing and x SNP the truss designs is attached which is and d`aR§f.gach drawing. Engineers ° ,l ss�esigry#a gv.. J16S�'MARTINEZ F�.`O���:' FL Rejjng. o: 24 EA9f�b�t HIALEAH, • • .... •••••• • . • •••••• •••• ••••• •• •• .. . •••••• • • . . •••••• • • • • • • .00. APPROVED FOR FABRICATION AS PER MTC SHOP DRAWINGS PRINT: SIGN: DATE: SHOP DRAWING REVIEW 'REVIEWED -NO EXCEPTIONS TAKEN O REVIEWED -RESUBMIT AS NOTED I 0 REVIEWED - EXCEPTIONS NOTED ❑ REJECTED Review is only for oonformance with the design concept of the project and compliance t with the infomution given in the contract Doaunents. The Contractor is responsible r for all dimensions to be verified and coordinated on site, for information that pertains to I the fabrication processes, for construction tedmigttes, and for coordinating an trades. I Approval of these shop drawings does not include approval of any deviations from the ` Construction Documents. The architect must be informed of any changes to the Construction Documents in writing and separately from these shop drawings. I Date Received REVIEWED BY�/ DATE ✓1 Z S ZO URVANX, INC. STRUCTURAL SHOP DRAWINGS REVIEW i10 EXCEPTION'S TAKEN':_Y- REJECTED'.____ MAKE COn�EC i IOC , I\';.CA i E:__ "hese documents have been reviewed fer general ccnformance with the design oncept and cantract documents Markings or comments shall not be cnrstrued s relieving the contractor from compliance v ;th the projer.l plans and specifications, or departures therefrom. The contractor remains re soonsible for details and accuracy, )r confirming and correlating all quantities and dimensiens, for selact,ng fabricaaor rocesses, for techniques of assembly, for performing his work in a safe rnannei nd coordination of is traoo with all oth r applicable trades. reviewed: Date: Job Truss Truss Type Ply HANDYMAN- 490 ADD REDO 19031202 1H9 Hip �Qty 1 1 �LA A0055298 Job Reference (optional) manlnez I russ uo., Inc., mealey, M JJI bo nun: u.zju s ucl n zu1 a runt. u.z;ju s ua CI zu1 a mi I eK Inausmes, Inc. wea near zu 1u:ou:zes zu 1 a rage 1 ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-jY?FTwOL9zeW2wnTe3mhOghKGPJU23c_3VvbbozZ4L9 2-0-0 9-0-0 4-10-0 9-0-0 2-0-0 Scale = 1:42.9 Dead Load Dell.. 1A in 6B = 3.00 r12 5x6 = 17 18 4 n Sx6 = 44 = 3.4 = Sx6 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • PLATL•9 • GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) -0.19 8-12 >999 360 • • • • • MT20: • • • •244/190. • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.42 8-12 >658 240 • • BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.09 5 n/a n/a • • • • • • • • • • • • • • • BCDL 10.0 Code FBC20171TP12014 Matrix-MSH • • • • Weight:•141 Ib• FT = 2W* • • • LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2 = 1403/0-8-0 (min.0-1-10) 5 = 1403/0-8-0 (min.0-1-10) Max Horz 2 = 63(LC 7) Max Uplift 2 = -648(LC 11) 5 = -648(LC 11) Max Grav 2 = 1403(LC 1) 5 = 1403(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-3127/1683, 3-16=-3064/1693, 3-17=-2987/1718, 17-18=-2987/1718, 4-18=-2987/1718, 4-19=-3069/1695, 5-19=-3132/1685 BOT CHORD 2-9=-1504/2973, 8-9=-1504/2973, 7-8=-1501 /2981, 5-7=-1523/2978 WEBS 3-7=-338/348, 4-7=-0/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-1-0, Interior(1) 1-1-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 13-10-0, Exterior(2) 13-10-0 to 18-0-15, Interior(1) 18-0-15 to 24-5-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=648, 5=648. LOAD CASE(S) Standard • • • • •••••• Job Truss Truss Type Qty PlyTLA HANDYMAN- 490 ADD REDO19031202 1H11 Hip 1 A0055297 ob Reference (optional) mono roc . ,uoo v , , ,cv,cr, , .+./ ,vv IlUll. O.GJV J VGl 1. LV 1 O 'Hill. O..— 5 Vut L 1 cV 10 Nil 1 eR 1nuu5trle5, Inc. vveu mar zu iv:ou:za Zu 1 1 rage 1 ID:nBTzT4GYgPn8sRvGyBggplzhKpz-jY?FTwOL9zeW2wnTe3mhQghRxPJx2_1_3VvbbozZ4L9 2-0-0 5-6-0 1-2-14 4-8-2 4-8-2 1-2-14 5-6-0 2-0-0 Scale . 1:42.9 Dead Load Defl.. 1/4 in 5* = 3x8 = &B = 3x8 = •••••• •••• • • • • • 5-6-01 • • 3 n n VAIIINd. (psf) • • • SPACIN&- • • 2-0-0 T�t_fjjL30.0 ' ' ; Plate GriDAnLe 1.33 T a 15.0 Lumber DOL 1.33 BONL•' • 0.0 ' • • • Rep SIA? Q Ir' YES 6CQl. • • 10.0 • • Code FBt0001.7irPl2014 Lt$BER- ' iOF SWORD 2x6 SP No.2 • • @OT CHORD 2x,?sI V: • • WEBS • • 2x4 SP No.3 • • • WEDGE' " ' Left: 2x4 SP No.3, • • : • Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2 = 1403/0-8-0 (min.0-1-10) 6 = 1403/0-8-0 (min.0-1-10) Max Horz 2 = 72(LC 7) Max Uplift 2 = -648(LC 11) 6 = -648(LC 11) Max Grav 2 = 1403(LC 1) 6 = 1403(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1961/941, 2-3=-3422/1744, 3-16=-2640/1295, 4-16=-2589/1305, 4-17=-2589/1305, 5-17=-2640/1295, 5-6=-3422/1744, 6-18=1961/941 BOT CHORD 2-8=-1574/3305, 6-8=-1594/3305 WEBS 4-8=-219/745, 3-8=-917/552, 5-8=-917/552 NOTES- 1) Unbalanced roof live loads have been considered for this design. 5-11-0 CSI. DEFL. in (loc) I/defl Ud TC 0.35 Vert(LL) 0.19 8 >999 360 BC 0.96 Vert(CT) -0.42 8-14 >656 240 WB 0.46 Horz(CT) 0.10 6 n/a n/a Matrix-MSH 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-4-5, Interior(1) 1-4-5 to 11-5-0, Exterior(2) 11-5-0 to 15-7-15, Interior(1) 15-7-15 to 24-5-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=648, 6=648. LOAD CASE(S) Standard 4-1 PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% Job Truss Truss Type ay Ply HANDYMAN- 490 ADD REDO 19031202 1 HG7 Hip Girder 1 1 �LA A0055299 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.230 s Oct 21 2018 Print: 8.230 s Oct 21 2018 MiTek Industries, Inc. Wed Mar 20 10:50:29 2019 Page 1 ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-BIYdgG1zwGmNg4MgCnHwzlDU3phAnOV8H9f97EzZ4L8 2-0-0 7-0-0 4-5-0 4-5-0 7-0-0 2-0-0 2-0-0 Scale = 1:42.9 Dead Load Dell. 318 in 34 = 6xl2 MT18HS= 1.5x4 II 3x6 — • • •••• •••••• 4-5-0 4-5-0 •6 4-0► • Qr8 p • •, 22100 --•-- 2=00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • PLATES • GRIP : • .' TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) 0.44 9 >627 360 ' • MT20• • •244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(CT) -0.78 9 >353 240 MT20AS 187/10 BCLL 0.0 ' Rep Stress Incr NO W B 0.70 Horz(CT) 0.14 6 n/a n/a • • • • • MT18HS • • • 244/190/ .... BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH • • • • Weigh%136 lb: FT = 20Jy . • . LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-13 oc bracing. REACTIONS. (lb/size) 2 = 2643/0-8-0 (min. 0-3-2) 6 = 2642/0-8-0 (min. 0-3-2) Max Horz 2 = 55(LC 16) Max Uplift 2 = -1119(LC 7) 6 = -1120(LC 7) Max Grav 2 = 2643(LC 1) 6 = 2642(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8433/3231, 3-18=-8239/3197, 18-19=-8239/3197, 19-20=-8239/3197, 4-20=-8239/3197, 4-21= 8235/3198, 21-22=-8235/3198, 22-23=-8235/3198, 5-23=-8235/3198, 5-6=-8429/3233 BOT CHORD 2-11=-3018/8138, 10-11=-3611/9651, 10-24=-3611 /9651, 9-24=-3611 /9651, 9-25=-3611/9651, 25-26=-3611/9651, 8-26=-3611/9651, 6-8=-3019/8134 WEBS 3-11=-324/1249, 4-11 =-1 724/652, 4-8= 1728/649, 5-8=-324/1248 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1119, 6=1120. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 Ito down and 333 lb up at 7-0-0, 204 lb down and 196 lb up at 9-0-12, 204 lb down and 196 lb up at 11-0-12, 204 lb down and 196 lb up at 11-9-4, and 204 lb down and 196 lb up at 13-9-4, and 318 lb down and 333 lb up at 15-10-0 on top chord, and 483 lb down and 161 Ito up at 7-0-0, 50 lb down at 9-0-12, 50 lb down at 11-0-12, 50 lb down at 11-9-4, and 50 lb down at 13-9-4, and 483 Ito down and 161 lb up at 15-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-7=-90, 12-15=-20 Concentrated Loads (lb) Vert:3=-247(B) 5=-247(B) 1 0=-50(B) 11 =-483(B) 8= 483(B) 18=-204(B) 20=-204(B) 21=-204(8) 23=-204(B) 24=-50(B) 25=-50(B) 26=-50(B) • • • • •••••• Job Truss Truss Type oty Ply HANDYMAN- 490 ADD REDO 19031202 1 T Common g 1 �LA A0055300 Job Reference (optional) icancr, .+.+, — nuu. o.cJV D VU G 1 ev i o rI1111. o.zov J Vcl e I zv I6 MI I eK InavSlneS, 1nC. vvea Mar zu 1 u:OU:zy zv1 v rage 1 ID:nBTzT4GYgPn8sRvGyaggplzhKpz-BIYdgG1zwGmNg4MgCnHwzlDcxpeAnR08H9f97EzZ4L8 2-0-0 5-8-8 1-0-6 4-8-2 4-8-2 1-0-6 5-8-8 2-0-0 Scale = 1:42.3 Dead Load Defl. = 1/4 in 5X6 = 31= 6A= 3x6 = •••••• •••• • • . •ole • • • • 11-5-0 2-0-0 Ib tMIA0 (psf) • • SPACING • • 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCL� 30.0 • • •Plate ('hipp' 1.33 TC 0.34 Vert(LL)) 0.19 8 >999 360 MT20 244/190 jC1 15.0 Lumber D�j 1.33 BC 0.96 VertCT -0.42 8-14 >657 240 "Le• • 0.0 ' • • • Rep S9 tr• YES t�AS W B 0.48 Horz(CT) 0.10 6 n/a n/a NQ1• 10.0 ; •.' Code 1.7�TPI2014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- ' "" • • AP.; QRD 2x6 SP No.1 • • • BOT CHORD 2x4'3PR8i tf�8$ .. 2x4 SP No. • • • WEDGE• •• • • •• Left: 2x4 SP No.30 • •: • 0 Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2 = 1403/0-8-0 (min.0-1-10) 6 = 1403/0-8-0 (min. 0-1-10) Max Horz 2 = 73(LC 7) Max Uplift 2 = -648(LC 11) 6 = -648(LC 11) Max Grav 2 = 1403(LC 1) 6 = 1403(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1961/899, 2-3=-3421/1658, 3-16=-2604/1230, 4-16=-2550/1237, 4-17=-2550/1237, 5-17=-2604/1230, 5-6= 3421 /1658, 6-18=-1961 /899 BOT CHORD 2-8=-1483/3303, 6-8=-1510/3303 WEBS 4-8=-222/774, 3-8=-949/531, 5-8=-949/531 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-4-5, Interior(1) 1-4-5 to 11-5-0, Exterior(2) 11-5-0 to 14-5-0, Interior(1) 14-5-0 to 24-5-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=648, 6=648. LOAD CASE(S) Standard Job Truss Truss Type otv PIy LA HANDYMAN- 490 ADD REDO 19031202 CJ7 Diagonal Hip Girder 2 1 A0055301 Job Reference optional rvrdrunec I runs w., rf10., rvleuley, rL vs 100 nun: o.zJU s ucl z 1 eu I o rnnC o.zou s ucl z 1 zu I o MI I eK mausines, Inc. vvea Mar zu 1 u:ou:ze zu 1 u rage 1 ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-BIYdgGlzwGmNg4MgCnHwzlDcXpkVnUN8H9f97EzZ4L8 I 2-9-15 4-10-10 1-4-13 2.12 F12 2Az� 11 3 10 1 2 131 12 13 14 3A = Us = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 Vert(LL) -0.06 6-9 >999 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.14 6-9 >809 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.01 5 n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. REACTIONS. (lb/size) 4 = 170/Mechanical 2 = 747/0-10-15 (min.0-1-8) 5 = 462/Mechanical Max Horz 2 = 163(LC 15) Max Uplift 4 = -114(LC 3) 2 = -514(LC 3) 5 = -140(LC 3) Max Grav 4 = 170(LC 1) 2 = 747(LC 1) 5 = 462(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1195/493, 3-1 0=-1 170/497 BOT CHORD 2-12=-236/583, 2-13=-558/1177, 13-14=-558/1177, 6-14=-558/1177 WEBS 3-6=-1243/589 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=114, 2=514, 5=140. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 58 lb up at 4-2-15, 60 lb down and 58 lb up at 4-2-15, and 109 lb down and 137 lb up at 7-0-14, and 109 lb down and 137 lb up at 7-0-14 on top chord, and 82 lb down and 90 lb up at 1-4-15, 82 lb down and 90 lb up at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 27 lb down at 7-0-14, and 27 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 11 =-1 45(F=-72, B=-72) 12=90(F=45, B=45) 13=-7(F=-3, B=-3) 14=-39(F=-19, B=-19) Scale = 1:22.7 Dead Load Dell. = 1/16 in (2)16d by BLDR. • • •••• •••••• 1 • • 2-0-7 • PO-8-0 • Ud • • • PLATBe- -GRIP : • • • •: 360 �• .•' MT20� '�•L944/190 ��•�• 240 • • n/a " "' ••• • ••••• •• •• Weiga.Z8ID • FT=aWv••• •••••• • • • • • • •••••• •••••• • • • • • •• • • •• • • • • • Job Truss Truss Type city Ply HANDYMAN- 490 ADD REDO 19031202 J1 Jack -Open 4 1 �LA A0055302 Job Reference (optional) rvmruriec i rubs w., mu., mewey, rL ao I Do nun: o.cau s um z I eu I o rnm: o.zov s uct z I ZU 10 ml I eK mausines, Inc. vvea Mar Zu lu:ou:z& Zul v rage 1 ID:nBTzT4GYgPn8sRvGy8ggp1zhKpz-BIYdgGlzwGmNg4MgCnHwz1 DfhpsenYSBH9f97EzZ4L8 1-0-0 (2)16d NAILS Scale = 1:6.1 •••• 3.411 •••••• •••• • • • • • • . . • •. 040 0-80 • • • • 2-0-0 1-0-0 a e sets X - :0-0-4 Ede • j6A6INj (psf) . • • SPACING• • o 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 • • • Plate MrJ�'pp QQ,,C;L' 1.33 TC 0.16 Vert(LL) 0.00 7 >999 360 MT20 244/190 jCGC"' 15.0 0 Lumber bbL 1.33 BC 0.03 Vert(CT) 0.00 7 >999 240 BVAP • • 0.0 ' • • • Rep SI&S kt�P YES W B 0.00 Horz(CT) 0.00 2 n/a n/a NQ1, 10.0 ; . •' Code FQr,?D767jTPI2014 Matrix -MP Weight: 8Ib FT = 20 LYMBER- I R CHORD 2x6 CP NoA • BOT CHORD 1-f/2x20t1g SP No.2� • @9AGIOIG- • • 0 LOAD CASE(S) iOP CHORD •' • ' " Standard Structural wood s9"'directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = -62/Mechanical 2 = 324/0-8-0 (min.0-1-8) 4 = -6/Mechanical Max Horz 2 = 56(LC 11) Max Uplift 3 = -62(LC 1) 2 =-282(LC 11) 4 = -6(LC 1) Max Grav 3 = 83(LC 11) 2 = 324(LC 1) 4 = 12(LC 11) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=282. Job Truss Truss Type Qty Ply LA HANDYMAN- 490 ADD REDO 1903120E J3 Jack -Open 4 1 A0O553O3 Job Reference (optional) mamnez I cuss to., Inc., medley, t-L 3J1 bb Hun: t3.z3u s uct zl zui tf vnnu b.z9U s Licr zl zui t3 ml I eK Inaustnes, Inc. wea mar zU 1 u:bU:3U Zuiv rage 7 I D:nBTzT4GYgPnBsRvGyBggpl zhKpz-fx6?uc2bhauDHExsm Uo9VFmgRDCbW_hH WpOiggzz4L7 2-0-0 3-0-0 3A II Scale = 1:9.6 (2)16d N41LS • • •••• •••••• LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud • • • PLATES* *GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Vert(LL) -0.00 7 >999 360 • • • • MT20 : ' • A4/190 • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.05 Vert(CT) -0.00 7 >999 240 • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a " •'; •' • * • • 00000 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP • • • • Weight: 4-Alb • FT = 20V4 • • • LUMBER- • •i•i • • • TOP CHORD 2x6 SP No.2 • • • • •••••• BOT CHORD 2x4 SP No.2 • • : • • •" BRACING- LOAD CASE(S) 0000 • • • • TOP CHORD Standard • • Structural wood sheathing directly applied or 3-0-0 oc 6040 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 98/Mechanical 2 • = 350/0-8-0 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 87(LC 11) Max Uplift 3 = -40(LC 11) 2 =-243(LC 11) Max Grav 3 = 98(LC 1) 2 = 350(LC 1) 4 = 23(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; 11=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-1-0, Interior(1) 1-1-Oto2-11-4zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=243. Job Truss Truss Type Oty Ply HANDYMAN- 490 ADD REDO 19031202 J5 Jack -Open 4 1 �LA A0055304 Job Reference (optional) IV 1"1 IOC 1 I- -, IIIG..... C .Y' rl JJ 100 2-0-0 2 •••••• •••• • • fiats' ski al is <X 1-- r9-n-n-4 Fdne1 • 3A II 8 r1U11. O.LJU 5 UUL C I CU 10 rrlrll: O.LJU 5 UQ L I LU 10 MI I eK Ir1Ousine5, inc. vvea Mar LU l u:Su:Ju LU l 9 rage 1 ID:nBTzT4GYgPn8sRvGyBggpl zhKpz-fx6?uc2bhauDHExsmUo9VFmpl D9tW_hHWpOiggzZ4L7 (2)16d NAIL 3.00 12 T1 01 3.4= (2)16dNAILS ° Scale = 1:13.3 :bAMb (psf) • • • SPACING • • 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 • • • Plate 191jp,[�QL• 1.33 TC 0.25 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 jtb: • • 15.0 • • • LumberDDO 1.33 BC 0.23 Vert(CT) -0.03 4-7 >999 240 B"I• • • 0.0 ' • • • • Rep @d% rt? YES WB 0.00 Horz(CT) -0.00 3 n/a n/a JB�p` • • 10.0 ; • . • • Code FI4WN7wTPI2014 Matrix -MP Weight: 24 lb FT = 20 L fiABER- • •••••• • J�p(iI0RD 2x66P Noll? • BOT CHORD 2x4tPlJb,; • bw.Ipl%c;- • • . LOAD CASE(S) 4-OP CHORD • • • • • Standard Structural wood sail Q4rjd directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 200/Mechanical 2 = 443/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 119(LC 11) Max Uplift 3 =-106(LC 1 1) 2 =-266(LC 11) Max Grav 3 = 200(LC 1) 2 = 443(LC 1) 4 = 48(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-1-0,Interior(1) 1-1-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=106, 2=266. Job Truss Truss Type Ply HANDYMAN- 490 ADD REDO 19031202 J7 Jack -Open �Cfty 6 1 �LA A0055305 Job Reference (optional) Manlnez I russ Go., Inc., Medley, FL 33166 Run: 8.23U s Vct 21 zu18 Print: 8.23U s L)a 21 Zulu MI I eK Industnes, Inc. Wed Mar 20 10:50:30 21119 Pagel ID:nBTzT4GYgPnBsRvGy8ggpl zhKpz-fx6?uc2bhauDHExsmUo9VFmISD8TW_hHWpOiggzZ4L7 Scale = 1:16.9 Dead Load Doti.. 1116 in (3)16d N 3.00 12 8 T1 op 2 B1 (2)16d NAILS 316 11 • • •••• •••••• 6-4-0 • • • 0-8-0. .' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d ee "' PLATES ' GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 Vert(LL) 0.08 4-7 >986 360 • • • MT20 • • 0244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 VertCT -0.14 4-7 >601 240 • ' ' • BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a • • BCDL 10.0 Code FBC2017/TP12014 Matrix -MP " ' •; Weight: Si �• • FT = 20" • • LUMBER- •••• TOP CHORD 2x6 SP No.2 +":' i ' •• BOT CHORD 2x4 SP No.2 • • • • • • • • • • • BRACING- LOADCASE(S) • •""• TOP CHORD Standard • • • • • • Structural wood sheathing directly applied or 6-0-0 oc • • • • • purlins. • • • • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 294/Mechanical 2 = 546/0-8-0 (min.0-1-8) 4 = 70/Mechanical Max Horz 2 = 151(LC 11) Max Uplift 3 =-164(LC 11) 2 =-299(LC 11) Max Grav 3 = 294(LC 1) 2 = 546(LC 1) 4 = 70(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-7-11 to 1-1-0, Interior(l) 1-1-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 3=164, 2=299. Job Truss Truss Type av Ply HANDYMAN- 490 ADD REDO 19031202 MHV9 Valley 1 JLA A0055306 Job Reference (optional) a o� e� ey, o0 0o nun. 0.4av s vc1 c 1 cu 10 rant 0.4111.0 s ua z I zu 10 Ml I eK lnausmes, inc. vvea near zu i u:au:ji zui a rage i ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-77gO5y2ESuO4vOW2KBJ02SJ?VcXpFOoRIT8GC7zZ4L6 4-0-0 1-5-0 4-0-0 3.00 F12 3A •••••• •••• • • 4.6= 4A= 2 3 6 5 1.5A II 1.5x4 II K1� Scale = 1:16.8 • 1 • • • 9-5-0 .LOADING (psf) • SPACW; • • • 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP •1Ctt' • 30.0 • • • Plate GgpbQQL 1.33 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 •TCDL 15.0 • • • Lumber DOL • 1.33 BC 0.12 Vert(CT) n/a n/a 999 BCtL• • • 0.0 ' • • • Rep Strgs%Ir?cr YES W B 0.07 Horz(CT) 0.00 4 n/a n/a tCpt • •• 10.0 • • • Code FS"4WTP12014 Matrix-SH Weight: 26 lb FT = 20% tomag S- • •• •• •• TOP CHORD 2x4 SP No.2 • • • • • • Ej�tiQRD 2x4$P No42 : • i E S 2x4CP#*A LOAD CASE(S) • • • . : Standard 18AR��J� r(j H RD • • • • • Structural wood sflgag1rodirectly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-5-0. (lb) - Max Horz 1= 14(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 6=-102(LC 7), 5=-101(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 4 except 6=269(LC 16), 5=269(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 6=102, 5=101. Job Truss Truss Type av Ply HANDYMAN- 490 ADD REDO 19031202 V13 Valley 1 1 �LA A0055307 Job Reference (optional) manlnez I russ Go., Inc., medley, rL JJI tiff mun: S.ZJU s ua zi zults rnnu t3.ZJU s ucr Z1 zu i t5 ml I eK Inousines, inc. wea mar zu iu:Du:3 i eu i a rage i ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-77gO5y2ESuO4vOW2KBJ02SJwncTjFPIRITBGC7zZ4L6 6-8-8 6-8-8 44 = AE"—� 4 3A 5 1.5A II 3A zz LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) n/a n/a TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) n/a n/a BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 254/13-5-0 (min.0-1-8) 3 = 254/13-5-0 (min.0-1-8) 4 708/13-5-0 (min.0-1-8) Max Horz 1 = -28(LC 9) Max Uplift 1 = -109(LC 11) 3 = -109(LC 11) 4 = -270(LC 11) Max Grav 1 = 266(LC 16) 3 = 266(LC 17) 4 = 708(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-498/393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-8-8, Exterior(2) 6-8-8 to 9-8-8, Interior(1) 9-8-8 to 12-2-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=109, 3=109, 4=270. LOAD CASE(S) Standard Style = 1:20.6 • • •••• •••••• •••• • • 0-8-C • • •� • Ud • • • PLATES• •GRIP • • • • • 999 • • MT20 • • 244/190 • • 999 • •• • •• ••••• • • • • • • • Weigh? % ID : FT = 20% • • • • • •••••• •••••• Job Truss Truss Type city Ply HANDYMAN- 490 ADD REDO 19031202 V17 Valley 1 1 �LA A0055308 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.230 s Oct 21 2018 Print: 8.230 s Oct 21 2018 MiTek Industries, Inc. Wed Mar 20 10:50:32 2019 Pagel ID:nBTzT4GYgPn8sRvGy8ggplzhKpz-bJEmJ13sDBexXX5Ftvgdbgr8DOtT tVa_7tpkZzZ4L5 4-6-12 4-1-12 4-1-12 4-6-12 4,6 = � — r Scale = 1:26.8 3.4 B 7 6 3x4 1.Sx4 11 1.Sx4 11 1.5x4 II •••••• • , •••• • • � 6-12 • ' 8-3-8 �: . • 17-5-0 J.OADINP (psf) 09 • SPACIN4 • • • 2-0-0 CSI. DEFL. in (loc) I/deft Ud •TC*I# • • 30.0 Plate Gryq,f2QL 1.33 TC 0.27 Vert(LL) n/a n/a 999 YCDL ' 15.0 •' ••; Lumber • 1.33 BC 0.09 Vert(CT) n/a n/a 999 BClal••• 0.0 ' *4 • Rep StrMlftr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a ISRC • • 10.0 *41190 Code J%Cd &7d T'P12014 Matrix-SH TbQCHORD 2x4 SRNo.2 •••••• BOT CHORD 2x4 P No O t' * 2x� Q Al•. OTHERS 2x4 SP NoA IMAC- • OP CHORD • • • Structural wood shhThTng directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-5-0. (lb) - Max Horz 1= -38(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-128(LC 11), 6=-217(LC 11), 8=-217(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=413(LC 1), 6=493(LC 17), 8=493(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-334/225, 4-6=-399/302, 2-8=-399/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8-8-8, Exterior(2) 8-8-8 to 11-8-8, Interior(1) 11-8-8 to 16-2-13 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=1b) 7=128, 6=217, 8=217. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20% Job Truss Truss Type cnr Ply HANDYMAN- 490 ADD REDO 19031202 V21 Valley 1 1 �LA A0055309 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.230 s Oct 21 2018 Print: 8.230 s Oct 21 2018 MiTek Industries, Inc. Wed Mar 20 10:50:32 2019 Page 1 ID:nBTzT4GYgPn8sRvGy8ggpizhKpz-bJEmJl3sDB8xXX5FNgdbgr6oOrA_sAa_7tpkZzZ4L5 6-5-12 4-1-12 4-1-12 6-5-12 Scale = 1:32.7 44 = 3A 9 6 7 6 3x4 1.5v4 II 3x4 = 1.5x4 II 1.5x4 II 6-5-12 8-3-8 • •.•• • •••• 5 9-1� •••• (%� Q 21-3-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • •• i • • PLATES . GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) n/a n/a 999 MT20 • • • • • • i TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) n/a n/a 999 • • • • • • 0244/190 • • • • • • BCLL 0.0 Rep Stress Incr YES W B 0.13 Horz(CT) 0.00 5 n/a n/a • • • • • • • • • • • BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH • • • • • Weight: FT = 2O0 C • j5=u1• • 0 LUMBER- •• •• •• • •••••• TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss • • • • • • • • • • • • BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 to bearing plate capable of withstanding 100 lb uplift at • • 0 0 • 000000 OTHERS 2x4 SP No.3 joint(s) 1, 5, 7 except at=lb) 6=284, 9=284. 0• • • • • • • • BRACING- • • • • • •• �••••• TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S) • i • • • • purlins. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-3-0. (lb) - Max Horz 1=-48(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-284(LC 11), 9=-284(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=325(LC 1), 6=644(LC 17), 9=644(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-282/180, 4-6=-500/362, 2-9=-500/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-7-8, Exterior(2) 10-7-8 to 13-7-8, Interior(1) 13-7-8 to 20-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ESR-2549 F'REPORTTM Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. I Business/Regional Office # 5360 Workman Mill Road, Whittier, Califomia 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-M www.icc-es.org Regional Office # 4051 West Rossmoor Road, Country Club Hills, Illinois 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 international Building Code® (IBC) # 2006 International Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has erepunched f &89'fpr the installation of joist nails that area dri"at an aA§Itothrough••.... the joist and into the header, wh" istiescrilled as double shear nailing in the installation ifitfroettons. See oea& 5 for....;. the hanger dimensions, required fasteners, andallowable. loads; Figure 5 for a drawing of a4ypioal MUS cQrie%hanger: • • • •: 3.1.6 HUS Series Hangers: Tlfe AiJS serict h&tgers are* o o o o formed from No. 14 gage galvattii%f 91$el will; tht-m eptior►.... of the HUS26, HUS28 and Ht1SM hangers! which ara.. .. formed from No. 16 gage galvarlZeCivsteel. The hangers have 00 prepunched holes for the installation.of joist nails, that are . 0 0 : 0 driven at an angle through the joist and into th4ll&I tT, whicll is described as double shear. pgilidg in Vie jVtallatiom •. •.: instructions. See Table 6 for the hanger dimerfsions Pequirea ' fasteners, and allowable loads; and Figure 6 fora drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS- are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2008 E twra..rrF. .�47mm+Cair Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F., of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total, for both side%. Mooel numbers in this report do not include the Z or HDG eliding, but the information shown appQes. The lumber treater or holder of this report (Simpson Strd'rftg-Tfe Corh�any)' should be contacted for recommendationsbh'MiTmum corrosion resistance of steel connectors• in gphf9dt . with the specific proprietary presepelive treatedeor'fife retardant treated lumber. 3.2.Z' 1036d: Wood members with which the connectors are used mkt be either sawn lumber or engineered lumber having •a minimuV.spesific gravity of 0.50 (minimum equi Aertspecificgravity8f0.50forengineeredlumber),and having a rneximurr%noiE;ure content of 19 percent (16 perceiatefor ongineered•lember) except as noted in Section 4.1. TtV.Ukness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (Fyn): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) F,,n (psi) 10d x V/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 2'/2 1 0.162 1 21/2 90,000 16d 1 0.162 1 31/ 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 1001F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, C„ specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code TM (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. • • • • 8.7 Identification: 2003 IBC,•ZgU3 FZC 2000•IBC, 2000• • " 00 6 • IRC, and UBC: 000000 000 • • • : . See Section 7.0 of this report. • • • • • • .... ...... .... . .. ..... •• •• •• • •••••• ...... • . • ...... . .•.... •• .. . • . . Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILSz (Quantity -Type) ALLOWABLE LOADS3,4 (Ibs) W H B Header Joists Uplifts Download CD = 1.33 or = 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HHUS26-2 3 /16 5 /16 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 3 /,6 71/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 3/ 16 9 /8 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 3 /8 5 /4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3 /6 7 /8 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 1 3 /8 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. :O A •• • . •• • FWRE 7-HHUS SERIS HANGER (see Table 7) A2 FIGURE B-SUR/L SERIES HANGER (see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERSz (Quantity -Type) ALLOWABLE LOADS3,4 (Ibs) MODEL NO. W H B At A2 Header Joist Uplifts Download CD= 1.33 or =1.6 CD=1.0 CD=1.15 CD=1.25 SUR/1_24 19/18 31/16 2 11/8 1'/. 4-16d 4-10dx1'/2 450 530 610 665 SUR/1_26 19/16 5 2 1'/e 11/4 6-16d 6-10dx1'/2 720 800 960 1,000 SUR/1_26-2 3'/e 4 /16 2 /e 02 2 /6 8-16d 4-16dx1'/2 710 1,065 1,225 1,330 SUR/1_210 19/16 83/16 2 1'/1 11/4 10-16d 10-10dx1'/2 1,200 1,330 1,530 1,660 SUR/1_214 1 /18 10 2 1 /8 1'/4 12-16d 12-10dx1 /z 1,440 1,595 1,835 1,995 SUR/L210-2 r 8 /18 2s/a 1 /z 2 /8 14-16d 6-16dx2 /z 1,065 1,860 2,140 2,330 SUR/1_414 39/,6 12% 25/8 1 2 /e 18-16d 8-16dx2'/z 1,420 2,395 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45' skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. AUGUST 3, 2015 1 TRUSSED VALLEY CONNECTION DETAIL I T-VALLEY-180-D �aa 0 oQ 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS ii——-n———,T-—— -Ti — — —n u n u u u u u n u u u u u u � u u � n ii ii u i n u n u i i u u i ry i� P 12 SEE DETAIL - A BELOW (TYP.) MiTek USA, Tampa, FL GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5" X 0.131" = 16d 2. WOOD SCREW = 4.5" WS45 USP. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-05 7. VALLEY STUD SPACING NOT TO EXCEED 60" O.C. 8. BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. BASE TRUSSES VALLEY TRUSS TYPICAL ACH 2x4 CONTINUOUS NO.2 SP THE ROOF W/ TWO USP WS45 (1/4" X 4.5") OD SCREWS INTO EACH BASE TRUSS. 938 ,.. l AT E 41J �'-l.5" Max F' A� E�C� �. FL Cert. 6634 • • •••• •••• •••••• •• •• •••• GABIiE.&4•GOMMON TRUSS OR GIRDER TRUSS • • • • • • • • • • • • • • • • •• • • 0000 • • • • •• • •• • •••• •• ••• • • • • • • 000. • • • WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 EXPOSURE B, C OR D WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. August 3, 2015 JANUARY 1, 2009 ,o J lDV-.-_.1L1[____ �....._.__ oC MiTek USA, Inc. Nailing Pattern L-Brace size Nail Size INail Spacing 1 x4 or 6 _ 10d i 8" D.C. 2x4, 6, or 8 16d � 8" D.C. Note: Nail along entire length of L-Brace L1­-------­. ­­­­ — ­­­ .. . . ....... ..... . ... (On Two-Ply's Nail to Both Plies) WE VA � Web \ _,,,Nails L-BRACE DETAIL ST - L-BRACE MTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length_ _ L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing --- Web Size-.._._...1 .r-- 2 -- -__- _..._ _... 1 2x3 or 2x4 1 x4 _'«« ••!._ • 2x6 4Ix6 • •'_••• •.••:• 2x8 2xa ' ««* • • . DIRECT SUBSTITUTION NOTV6I�9EuE. • • • • • •• •• •• • • •••• • L Brace Sizsa .•• .•• for Tvjo-Ply TrQSS • • • i • . .: • Specified ContinbQQ� • Rows of Lateral Bracing Web Size _ 1 2 4 2x3 or 2x _ 2x4 - - — 2x6 2x8 DIRECT SUBSTITUTION NOT APLICABLE. ,t�llltfrtl���, %O e � E s 4 N.6....39380.�- A FL Cert. 6634 -- - -- June 10, 2014. GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningiln modo que frequency or location of temporary lateral restraint idendAquelafrecuenda0localizacidnderesMccidnlateral and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instaladdn, resldcddn yardostretemporal de and bradng of trusses. Refer to QCSI - Guide to los trusses. Vea el folleto SCSI - Gufa de Buena Prictira Good Practice for Handling. Installing. Restraining Para el Manelo. Insta1ac16n Restrim0a I,Arriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectadds con Plats de Metal*** Trusses*** for more detailed information. pata informacidn mas detallada. Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizaclons de restricci6n lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Vea la B3*** for more information. All other permanent hoja resumer BCSI-B3*** para mas informaddn. El bracing design is the responsibility of the building resto de los disenos de ardostres permanentes son la designer. responsabilidad del disefiador del edificio. AWARNING! The consequences of improper handling, erecting, Installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instaladdn, restricci6n y arnsotre incorrecto puede ser la cafda de la estructura o atin peor, heddos o muertos. ACCddCluTS( J Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. 9(M UZ4!& Chapas de metal tienen border afilados. Lleve guantes y lentes protectores cuando corte las ataduras. N-2 HANDLING - MANEJO • EM Avoid lateral bending. A CG �<UhImmg Use q—­�9 Utilice Evite la fiexi6n lateral. special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables el6ctricos o and airports. de aeropuertos. Spreader bar for truss\ i The is for contractor responsible properly receiving, unloading and storing O O the trusses at the lobslte. Unload trusses to smooth surface to prevent damage. Use proper rig - El contratista tiene la responsabilidad de ging and hoisting recibir, descargar y almacenar adecuadamente equipment. los trusses en la obra. Descargue los trusses en la verra liso para prevenir el dano. r'14 Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in •� contact with the ground after delivery. If trusses (S) DO NOT NOT store are to be stored horizontally for more than one unb bundle<- week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) upright. on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados hortzontalmente para mas de una semana, ponga bloqueando de altura sufidente debris de la Pita de los trusses a 8 hasta 10 pies en centro (o.c.). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cobra Jos paquetes pars protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto SCSI*** Para Inforn i6n mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. Use equipo apropiado pars levantar e improvisar. NO almacene verticalmente los trusses sueltos. DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue IS grOa. NEVER use banding to lift a bundle NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses of 30' (9.1 m) or less. Use at least two lift points for bundles with trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses greater than 60' (18.3 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de IS cuerda superior hasty 45' y trusses de cuerdas paralelas de 30' o menos. Puede usar dos puntos de levantar pars paquetes mas de 60 pies. Use por to menos tres puntos de levantar Para paquetes mas de 60 pies. AWARNING! Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Q Place truss bundles in stable position. Puse paquetes de trusses en una posicid estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. 5ostenga cada truss en posicf6n con equipo de gr6a hasta que la re5tricci6n lateral temporal de to cuerda superior estd instalado y el truss esta asegurado en los soportes. Using a single pick -point at the peak can damage the IF-- • El use de un solo lugar en el pico parslevanta•puede • • • • fig' or les! • • • • hater dafio at truss, • • • • • ` • •••••• • •Tagline •••••• • • Locate Toe -In ��n • • abm mid-helght •••• Spreader Dar 1/2 to • • 2/3 truss length —� • "'in. TRUSSES UP TO 60' (18.3 m) �y • - TRUSSES HASTA 60 PIES • • • • • ♦egline •If APProx. truss g len�i • _L TlWSSES UP TO V (9.1 m) y • • TRI1111II&SES HASTA 30 PIES � ,• Roach • •Spre�a8r A*"** • 1�,,*.i• gY�I ck• •••T�D_p.b• • Sproeder be*13 to �— 3r4 trues lee* 00 •1 •rRU85U U•TO AND,O ER 60' (1B.3 m) "AMS HASTA Y SOME 60 M5 INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' (6.1 m) or -� less, support near peak. Soporte cerca at Pico los trusses I F Trusses up to 20' -► de 20 pies o (6.1 m) menos. Trusses hasta 20 pies Trusses 30' t (9.1 m) or ! less, support at quarter points. Soporte de ids cuartos de tramo los I4 Trusses up to 30' -jo. trusses de 30 (9.1 m) pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Tempora information. Lateral Restraint Vea el resumen SCSI-B2*** para mas infor- (TCTLR) maci6n. �° 2A min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer -90, truss directamente en linea con cada una de las filas de restricci6n lateral temporal de to cuerda superior (vea la tabla en la pr6xima Brace first truss column). t-- securely before erection of additional DO NOT walk on trusses. unbraced trusses. NO camine en trusses ® sueltos. a STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. I) Instate loss arriostres de Berra. 1) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate loss pmximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundados para establlice los primeros cinco trusses (vea abajo). 6) Instate la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita Este procedimiento en grupos de cuatro trusses hasta que todos loss trusses est6n instalados. EMRefer to BCSI-82*** for more information. Vea el resumen SCSI-B2*** para mas informacion. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES © This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (POTS). See top of next column for temporary restraint and bracing of PCTs. Este mdtodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PC7s) 3x2 y 4x2. Uea la parte superior de la column para la restrictidn y arriostre temporal de PCrs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLRTspacing Longftud de Tramo Espaciamiento delAnforstm Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' 13.7m 0064 4y� ' m) - ••S0 • • • • • g'(1.8�n) o.c. max. .3m • (18.3 m) - is • • 4' 1 ) D.C. max. wIlivi m * • •T •••�ri� •Consult a Rellstered Design Professional for t�yas"c•er than 60' (18.3 m). *Cq:VlW,j ygProtessional Registrado de Diseno para Lasses mas •• •••••--_.--_� di pies. T • .��� TCRR oplions. goal \ / parolgispRc'iones de T6i1R.4 fo•Gable End Frame re- strallit/bracing/ reinforcer(%nt AriGwv% • • • \ eara inforr••Tarsi• .\ gfTcion sobre restnr NQp(1Tili•6lYe/refuerzo para • • • • • IrmazoneAHastiales vet C • resumen BCSI-83*** • • Repeat diagonal _ • • is • braces for each set of 4 trusses. Note: Ground bracing not shown for clarity. Repita loss arri- sotres diagonales pars cada grupo 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS de 4 trusses. LATERAL RESTRAI & DIAGONAL BRA( ARE VERY IMPORI &A RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! SO' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. , 4.` Bottom 10'(3 m) - 15'(4.6 m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every truss spaces 20' (6.1 m) max. Note: Some chard and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing MUM Refer 15, 4.6 m)' / every 15 truss spaces 30' to BCSI-87*** for r (� 91 m more Information. �= Yea el resumen I I' BCSI-B7*** para m mas informacion. L Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION out -of -Plane 0 Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3/a" 12.5' Max. Bow D/50 D (ft.) 19 rum 3.8 m Length ---►I r1 Ili /i T U /- 6 rum m 1' 0.3 m 7I8" 22 rum 14.6' 4.5 m Max. Bow Length T I 1/2.' 2' 1" 16.T Max. Bow p 13 rum 0.6 m 25 mm 5.1 m 3/4" 3' 1-1/8" 18.8' �- Length a'i I Plumb 19 mm 0.9 m 29 rum 5.7 m /line 1^ 4' 1-1/4" 20.8' Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-318" 22.9' Tolerandas para D/5o max I 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1-1/2 38 rum 6 1.8 in 1-112 38 mm 25.0 7G m CONSTRUCTION LOADING 453 m 2.1 m 453mm (8.9 m CARGA DE CONSTRUCTION 2" a8, 2" 233.3' DO NOT proceed with construction until all lateral 51 mm z2.4 m 51 mm 10.1 m restraint and bracing is securely and properly in place. NO proceda con la construcci6n hasty que todas las restric- ciones /ate2les y los arriostres esten co/ocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more Information. NO exceea las alturas max/mars de mont6n. vea el resumen BCSI-B4*** para mas informacion. lAanlmum Stock Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 rum) Clay The 3-4 tiles high la A-- if : �- � s DO NOT overload small groups or single trusses. NO sobrecargue pequeilos grupos o trusses individuales. NEVER stack materials near a peak or at mid -span. NUNCA amontone los matenales cerca de un pico. Place loads Over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea �. . ! )I posible. s 0 Position loads over load bearing walls.`-� Co/oque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Truss bracing not shown for clarity. Refer to BCSI-BS.*** vea el resumen BCSI-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningon miembro estructural de Lin truss, a mens que est6 respeciAicamente permitido en el dibujo del diseno del truss. FITOTM Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction tohan stdo alterados sin la autonzaci6n previa del Fabricante de Trusses, pueden hater nu/o y sin efecto /a garantla limitada del Fabri- cante de Trusses. "'Contact the component Manufacturer for more Information or consult a Registered Design Professional for assistance. To view a rL-printing PDF of this document, visit www.sbcindua com/bl. er NOTE: The truss manufacturer and truss designrety on the presumption that the contracts and crane operator (If applicable) are professionals with the capability to undertake the work OWhave agreed to do on any given project. If the contractor believes it,needs construction In some aspect of thconstruction project, It should!seek assistance from a competent party. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handing, mitering, nescakug and braorg trusses are based upon the collective experience of leading personnel Involved with tress design, manufacture and Installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractsrd . It is not Nteed that these recommendations be interpreted as superior to the building designer's design spedacation for handling, instating, restrakwg and bracing trusses and itdoes not preclude the use or other equivalent methods for nanninirg/bracing and providing stability for to wars, columns, floors, roofs and all me interrelated structural building components as determined by the contractor. Thus, SBCA and TPI exprealy dhdalm any responsibility for damages arisi g from the use, application, or reliance on the recommendatias and Informatlon contained herein. ISM i�ICR '.Ili� llfwa=arr arrra TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 " Alexandria, VA 22314 w. 608/274-4849 • wwsbcindustry.com 703/683-101.0 • www.tpinst.org