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EL-18-1238 (3)swO1S y,� Miami Shores Village 10050 N.E. 2nd Avenue NE " Miami Shores, FL 33138-0000 Phone: (305)795-2204 LORiDp' Permit No. EL-548-1238 Permit Type: Electrical - Residential Pen Work Classification: Temp for Construction Permit Status: APPROVED Issue Date: 5/17/2018 1 Expiration: 11/14/2018 Project Address Parcel Number Applicant 128 NE 94 Street 1132060132980 Miami Shores, FL 33138- Block: Lot: SALVATORE INVESTMENTS INC Owner Information Address Phone Cell SALVATORE INVESTMENTS INC 128 NE 94 Street (305)758-1169 (305)778-5961 MIAMI SHORES FL 33138- 6130 NE 4TH Court MIAMI FL 33137- Contractor(s) Phone Cell Phone R.Q ELECTRICAL INC (305)790-9769 e of Work: TEMPORARY POWER FOR CONSTRUCTION itional Info: TEMPORARY POWER FOR CONSTRUCTION ,sification: Residential nning: 1 Fees Due Amount CCF $0.60 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.20 Permit Fee - Additions/Alterations $100.00 Scanning Fee $3.00 Technology Fee $0.80 Total: $108.60 Valuation: $ 500.00 Total Sq Feet: 5329 Pay Date Pay Type Amt Paid Amt Due Invoice # EL-5-18-67485 05/17/2018 Credit Card $ 58.60 $ 50.00 05/09/2018 Credit Card $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Review Electrical W. W. In consideration of the issuance to me of this permit, I agree .to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify thiLall the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zgpi I authorize the above -named contractor to do the work stated. Authorized Sign96 Building Depa / Applicant / Contractor / Agent t Copy May 17, 2018 May 17, 2018 41 ==oG E?ff-TEr-C CONSULTING GROUP. r-x- June 1, 2018. MIAMI SHORES BUILDING & ZONING 10050 NE 2 AVE MIAMI SHORES, FL RE: Visual Soil Inspection for the New Residence at: 128 NE 94 ST Miami Shores, FL GEOTEC No: SS-180601-001 To whom it may concern, A representative of GEOTEC CONSULTING GROUP CORP. supervised the geotechnical work performed at the above referenced property and all vegetations, top soil, organic materials were removed from the construction area. GEOTEC CONSULTING GROUP CORP. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance, please contact this office. Respectfully Submitted GEOTEC CONSULTING GROUP CORP. GEOTECHNICAL , CIVIL & STRUCTURAL ENGINEERS —13C93 SW 133 CT. MIAMI, FL 33186 - P: (786) 319.03551 P: (786) 380-0734 garcia5229@b3"south.com T 1160e 6142 N St Rd 7, Ste. 307 • Coconut Creek FL 33073 Office: 754-235-7126/Fax: 954-306-3710 NOTICE OF TERMITE PROTECTION TREATMENT As Required By Florida Building Code (FBC) 104.2.6 Property Information Builder/Contractor Treatment Date =? Name of Builder . I Treatment Time Lot Shell Contractor Block Subdivision Name CONSTRUCTION TYPE: Street Address 1 Monolithic !,t(�,� S/F L/F Stemwall S/F Patio S/F L/F L/F City / State / Zip i Additions S/F L/F CHEMICALTYPE: ❑ Cyper To Cypermethrin ❑ Termidor Fipronil ❑ Dragnet Permethrin ❑ Spray Only ❑ Pro Build TC Cypermethrin ❑ Permise Pre -Construction ❑ Spray and Tamp ❑ Other Imidacloprid ❑ Residential ❑ Commercial TREATMENTTYPE: Chemical _ % ❑ Underslab Date of Completion ❑ Footers 1 ' Gallons ❑ Wood Treatment Applicator' ck ti GUARANTEE RENEWAL *. �wi ❑ None ❑ Yes ` Lk1 Year ❑ NO } 1 ❑ 5 Years NO LIMIT TERMITE & PEST SERVICES, LLC. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. —G EWTE_C CONSULTNG GROUP. co-? FIELD DENSITY TEST OF COMPACTED SOILS ASTM D-6938-08a PROJECT: NEW RESIDENCE AT: A, ?"Id I- 2±Y Date: May 30, 2018 GEOTEC No. D-180530-001 MIAMI SHORES, FL MOISTURE DENSITY RELATIONSHIP (MODIFIED PROCTOR) ASTM D-1557-07 GAUGE SERIAL SOIL DESCRIPTION MAX. DRY OPTIMUM No. DENSITY MOIST. 62691 LIMEROCK 128.2 8.6 REQUIRED COMPACTION (%) 95% 1 TEST DEPTH PENETRATION (INCHES) 12 ORGANIC % N/A MATERIAL ON SITE BACKFILL I I SUB -BASE BASE X I B. PAD I I LBR VALUE LIFT I TOP EXC. IMPORT I SOURCE I kARRONATE X DENSITY TEST RESULTS TEST No. LOCATIONS FIELD DRY DENSITY FIELD (%) MOIST. FIELD (%) COMP. RESULTS I RIGHT AREA OF SLAB 121.8 5.9 95.0 PASS 2 CENTER AREA OF SLAB 125.3 6.6 97.7 PASS 3 LEFT AREA OF SLAB 122.9 8.6 95.9 PASS 4 RIGHT AREA OF ARAGE 125.6 9.3 97.8 PASS 5 NOTE: Sieve Sin: 3" 2yi , 2" 1'%" 1" % M. 3/8" #4 % Passing 132.00 130.00 128.00 126.00 a 124.00 N 122.00 z 0 120.00 } 118.00 116.00 114.00 112.00 MOISTURE / DENSITY CURVE 5.67% 8.84% 9.09% 11.639 MOISTURE CONTENT % Respectfully S itted GEOTEC CONSULTING "ROUP CORP. (fn , 56712 Florida GEOTECHNICAL , CIV,L & STRUCTURAL ENGNEERS -13093 SW 133 CT. MIAMI , FL 33186 - P: (786) 319-0355 ! P: (766) 380-0734 garcia5229Cbellsouth.net I— — r Miami Shores Village Building Department F B 1 18 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 t INSPECTION LINE PHONE NUMBER: (305) 762-4949 = - Bua ING PERMIT APPLICATION QBUILDING ❑ ELECTRIC ❑ ROOFING PLUMBING ❑ MECHANICAL PUBLIC WORKS JOB ADDRESS: 128 NE 94 ST FBC 2111 6tr Master Permit No. V 18 - 47-4 Sub Permit No. ❑ REVISION ❑ EXTENSION RENEWAL CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-3206-013-2980 Is the Building Historically Designated: Yes NO X Occupancy Type: residential Load: Construction Type: CBS Flood Zone: X BFE: FFE: OWNER: Name (Fee Simple Titleholder): SALVATORE INVESTMENTS INC Phone#: 305-778-5961 Address: 6130 NE 4th Ct City: Miami State: FL Zip: 33137 Tenant/Lessee Name: Phone#: Email: alsba@bellsouth.net CONTRACTOR: Company Name: ARQUIGREEN CORP Phone#: 305-778-5961 Address: 6130 NE 4th Ct City: MIAMI State: FL Zip: 33137 Qualifier Name: JOSE A. SBARRA Phone#: 305-778-5961 State Certification or Registration #: CGC1511513 Certificate of Competency #: DESIGNER: Architect/Engineer: CARMEN T. DIAZ Phone#: 786-312-6060 Address: 5001 S.W. 74th CT # 100 City: MIAMI State: FL Zip: 33155 Value of Work for this Permit: -"O-e -T79OM- uare/Linear Footage of Work: 5,329 Type of Work: ❑ Addition ❑ Alteration New Description of Work: NEW RESIDENTIAL HOME /Ssc "ac- b-f- * Pam►.I /D Z, 1 -7iv"✓ ❑ Repair/Replace s0c77 v-J ❑ Demolition for/-)e)O'z-4f7N Specify color o�f(color t ru tile: Submittal Fee $ `coQ1 Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien low brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AG T CONTRA TOR The foregoing instrument was acknowledged before me this The foregoing instru ent was acknowledged before me this day of.�C��a 20 , by �� day of 7': O1 r 20 by . S A rro, w is personally known to f r who is personally known to — t�— me or who has produced J) rr,Q V I 1 omp - Q as me or who has produced r IV`QV t i as identification and who did take an oath. NOTARY identification and who did take an oath. NOTARY Sign: U n Sign: Print: '� _ Print: L =Q Seal: YANADYPRIEM Seal: Y'a MY COMMISSION # FF 214031 COMMISSI FF 214031 yP EXPIRES: March 25. 2019 , a' EXPIRES: March 25, 2019 pf h°.• Bonded Thru Notary Public Un enmters od Bonded Thru Notary Public Undenvnfers APPROVED BY Plans Examiner �zCa Zoning Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3206-013-2980 Property Address: 128 NE 94 ST Miami Shores, FL 33138-2822 Owner SALVATORE INVESTMENTS INC Mailing Address 6130 NE 4 CT MIAMI, FL 33137 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0709 MISCELLANEOUS - RESIDENTIAL: MIXED USE - RESIDENTIAL Beds / Baths / Half 0/0/0 Floors 1 Living Units 0 Actual Area 528 Sq.Ft Living Area 0 Sq.Ft Adjusted Area 528 Sq.Ft Lot Size 19,200 Sq.Ft Year Built 1968 Assessment Information Year 2017` t$480 2016' 2015 Land Value 1434 $408,369 $364,103 Building Value $24,156 $24,354 $24,552 XF Value $1,980 $1,980 $1,613 Market Value $506,570 $434,703 $390,268 Assessed Value $320,413 $291,285 $264,805 Benefits Information Benefit ........... ..._......------ Type 2017 2016 2015 Non -Homestead Assessment Cap Reduction =$186,157 $143,418 $125,463 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 10-11-12 BLK 22 LOT SIZE 150.000 X 128 CF 74R 265638 23592-0866 07 2005 6 Generated On : 2/16/2018 Taxable Value Information 20171 2016 2015 County Exemption Value $0 $0 $0 Taxable Value $320,413 $291,285 $264,805 School Board Exemption Value $0 $0 $0 Taxable Value $506,570 $434,703 $390,268 City Exemption Value $0 $0 $0 Taxable Value $320,413 $291,285 $264,805 Regional Exemption Value $0 $0 $0 Taxable Value $320,413 $291,285 $264,805 Sales Information Previous Sale Price OR Book -Page Qualification Description 12/05/2017 $665,500 30797-1969 Qual by exam of deed 07/01/2005 $825,000 23592-0866 Other disqualified 04/01/2005 $710,000 23351-0730 Other disqualified 11/01/1974 $65,500 00000-00000 Sales which are qualified 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 hftp://www.miamidade.gov/info/disclaimer.asp Version http://www.miamidade.gov/propertysearch/ 2/16/2018 2017 FLORIDA PROFIT CORPORATION ANNUAL REPORT DOCUMENT# P14000025082 Entity Name: SALVATORE INVESTMENTS, INC Current Principal Place of Business: 6130NE4CT MIAMI, FL 33137 Current Mailing Address: 6130NE4CT MIAMI, FL 33137 US FEI Number: 47-2627874 Name and Address of Current Registered Agent: SBARRA, JOSE A 6130 NE 4 COURT MIAMI, FL 33137 US FILED Apr 20, 2017 Secretary of State CC0697994324 Certificate of Status Desired: No The above named entity submits this statement for the purpose of changing its registered office or registered agent, or both, in the State of Florida. SIGNATURE: Electronic Signature of Registered Agent Date Officer/Director Detail : Tide P Name SBARRA, JOSE A Address 6130 NE 4 COURT City -State -Zip: MIAMI FL 33137 I hereby certtly that the Information Indicated on this report or supplemental report is true and accurate and that my electronic, signature shall have the some legal effect as ff made under oath; that I am an offlcer or director of the corporation or the receiver or trustee empowered to execute this report as required by Chapter 607, Florida Statutes; and that my name appears above, or on an attachment with all other like empowered. SIGNATURE: JOSE A. SBARRA PRESIDENT 04/20/2017 Electronic Signature of Signing Officer/Director Detail Date e r4�v� X --! dud 11 oil, "G �,- ,p� 10050 N.E. SECOND AVEN,:E fLOatOMIAMI SHORES, ELORIOA 33138-2382 TELEPHONE: (305) 795-2207 TRAVIS HENOALL FAX. (3051 756-8972 Plennng & Zoning Director DEVELOPMENT ORDER File Number: PZ-1-25-18-07 Property Address: 128 NE 901 Street Miami Shores FL 33161 Property Owner/Applicant: Salvatore Investments Inc. Address: 128 NE 94`h Street Miami Shores FL 33161 Agent: Jose Sbarra Address: 6.130 NE 4 Court, Miami, FL 33137 Whereas, the applicant Salvatore Investments Inc. (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, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required, for a new home. Whereas, a public hearing was held on January 25, 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. 1) 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: Approval is granted as shown on the plans submitted and made a part of this approval. 2) The door from the kitchen to the front yard is removed. 3) Applicant to maintain two (2) legal parking spaces on site. Pagel oft VISIT US I urww.miamishoresvillage com 4) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 5) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 6) An erosion and sedimentation plan subject to review and approval by the building official is required and must be submitted to the building official with the building permit application. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 7) 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. 8) Applicant to meet all applicable code provisions at the time of permitting. 9) 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 25'h day of January, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Mr. Brady, seconded by Mr. Bergman and the Motion passed 3-1 with Ms. Hegedus voting against the Motion. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus No Mr. Brady Yes Chairman Busta Absent I � /noDate 4a�v Sw Vice Chair, Planning Board Page 2 of 2 128 NE 94 ST BUILDING COST ITEM QTY I UNIT PR ITOTAL Isubtotal totals by trade SHELL MATERIALS CMU blocks 8x8x16 6,656.00 $ 1.61 $ 10,682.88 masonry sand ( ton) 25.00 $ 15.00 $ 375.00 masonry cement ( bs) 268.00 $ 6.80 $ 1,822.40 limerock(ton) 95.00 $ 22.00 $ 2,090.00 • concrete pump mix for bases( cu yard) 15.00 $ 103.00 $ 1,545.00 • • concrete pump mix for footings( cu yard) 27.00 $ 103.00 $ 2,781.00 • concrete pump mix for columns( cu yard) 12.00 $ 103.00 $ 1,236.00 ""' •' • concrete pump mix for tie beams (cu yard) 25.00 $ 104.00 $ 2,600.00 • • • • • concrete for slab 66.67 $ 103.00 $ 6,866.67 • • • • • Pumping services 145.67 $ 12.00 $ 1,748.00 seem steel rebars for foundation $ 4,966.76 steel rebars for columns $ 5,798.66 1• • steel rebars for tiebeams $ 7,689.75 wire mesh 30.00 $ 15.70 $ 471.00 ""• forms $ 1,900.00 • • insect control, bisquit, mesh separators $ 1,200.00 • • • Trusses material ( including plywood sheeting) $ 10,179.36 plywood sheeting 3/4 171.88 35 $ 6,015.63 • • total shell materials $ 69,968.10 LABOR hs for mechanics 720.00 $ 22.75 $ 16,380.00 Hs for helpers 720.00 $ 15.70 $ 11,304.00 foreman 237.00 $ 28.75 $ 6,813.75 workmens comp $ 2,420.88 CMU blocks labor 6,656.00 $ 1.20 $ 7,987.20 limerock compaction labor 32.00 $ 15.70 $ 502.40 Trusses labor hsfor mechanics 180.00 $ 22.75 $ 4,095.00 Hs for helpers 180.00 $ 15.70 $ 2,826.00 foreman 60.00 $ 28.75 $ 1,725.00 Transport $ 1,750.00 crane services $ 1,980.00 $ 57,784.23 Drywall ( per sheet) 310.00 $ 45.00 $ 13,950.00 Insulation 6,950.00 $ 0.75 $ 5,212.50 $ 19,162.50 porcelain floors 5,050.00 $ 2.59 $ 13,079.50 porcelain floors installation 5,050.00 S 3.50 $ 17,675.00 $ 30,754.50 Paint 12,600.00 $ 1.75 $ 22,050.00 $ 22,050.00 Plaster 65.56 $ 280.00 $ 18,356.80 $ 18,356.80 Ikea Kitchen and appliances $ 22,300.00 $ 22,300.00 TOTAL BUILDING TRADE $ 240,376.13 WINDOWS AND DOORS Aluminum Windows installed $ 67,000.00 wood doors $ 3,750.00 entrance door $ 1,800.00 garage doors (3) $ 3,300.00 $ 75,850.00 $ 75,850.00 ROOF roof metal $ 26,700.00 $ 26,700.00 $ 26,700.00 PLUMBING -GAS (including fixtures) $ 32,700.00 $ 32,700.00 $ 32,700.00 ELECTRICAL ( including fixtures) $ 39,700.00 $ 39,700.00 $ 39,700.00 Whole house natural gas generator $ 8,800.00 MECHANICAL (including AC, ventilation ► $ 23,700.00 $ 23,700.00 $ 23,700.00 DRIVEWAY 2200 $ 4.50 $ 9,900.00 $ 9,900.001 $ 9,900.00 POOL 888 $ 45.83 $ 40,700.00 $ 40,700.00 $ 40,700.00 POOL DECK 1200 $ 16.00 $ 19,200.00 $ 19,200.00 $ 19,200.00 TOTAL COST RESIDENCE $ 517,626.13 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 HOLD HARMLESS • • PROPERTY LOCATED AT: IZ•�8 O�a d(4 S 1 �•••�• as contractor of'rbcotd of ;lId iS bject00 ' • property, Permit number 2 G \8 4 2-Li would like to request an early start permit as allowed under section 105.12 of the 2017 Florida Building Code for the scope of work delineated in the building permit application and plan prior to the final approval and issuance of the permit, provided the work does not proceed past the first required inspection. I agree to hold Miami Shores Village, its agents and authorized personnel harmless and relieve them from any responsibility or liability for any legal action or damage, cost or expense (including attorney's fee) resulting from missed inspection of the above mention permit. I furthermore assume responsibility for the correction, if required, of work performed under the above permit. -�o� , -- S\�:>o-' cvz:�- Print Name General Contractor, qualifier State of Florida County of Dade: Signature. The undersigned, being the first duly sworn, deposes and says that he/she is the contractor for the above property mentioned. Sworn to and subscribed before me this s day of�d Notary Public, State of Florida at Large E05indiaAlvarez ary Public State o1 Florida Commissfo,ICSJg�'i">r.s. ,,f i MIAMI•Department of Regulatory and Economic Resources DADE Impact Fee Receipt Process Number: M2018007351-0 Batch: Collection Number: 122602 Folio: 1132060132980 Site Address: 128 NE 94 ST Fee Payer: SALVATORE INVESTMENTS INC Collection Date: 03/09/2018 6130 NE 4TH CT MIAMI, FL 33137 Fee Type Dist Category Cat Category Description Units Fee Id Code Sufix Extended Deferral Deferral -- Amount Amount Admin AREA 1 5002 00 UNIT SIZE (SO FT) 3,800.00 ............. . $0.92 $3,488.40 AREA 1 5002 00 UNIT SIZE (SO FT) ...... _. (3,035.00) $0.92 ($2,786.13) FIRE 1 2007 00 RESIDENTIAL _0.00 $421.65 $0.00 ROAD 2 210 00 SINGLE-FAMILY DETACHED 0.00 $8,664.20 $0.00 SCHL 1 5001 00 RESIDENTIAL UNIT Total: $702.27 Deferred Amount: t} + Deferred Admm I Total Amount Due: Paid Check: $702.27 Paid Cash: $0.00 Paid Credit: $0.00 Paid Convenience Fee: $0.00 Total Paid: $702.27 This agreement is made this November 8, 2017 by and between Arquigreen Corp CGC 1511513 with address at 6130 NE 4t' Ct, Miami FL 33138 (hereinafter "Contractor") and Salvatore Investments Inc WITNESSETH The owner does hereby employ the Contractor to do all the work and provide all the materials, tools, machinery and supervision necessary for the new construction residential home located at 128 NE 94 Street, Miami, FL 33138, for the total sum of $ 501,596.00 as described on the breakdown prices of Exhibit A all in accordance with the drawings, and specifications which are attached hereto as Exhibit "B" and Prices sheet attached -hereto as Exhibit "A" and Schedule of payments sheet incorporated herein by reference and made I paAhereof! • • • • • • • • .. • •..• 00 000 The Contractor shall commence the work within 5 days from the date of permits ar'e.issued, 'aqd shall ; 0 * 0 •; complete the work 180 days thereafter, , time being of the essence of this contracti.Permitsand fees: ••••. by owner. •••• • •• ....• •0:00: . • The Contractor shall carry liability insurance with the limits of 2,000,000 propert;aaMage and' Workman's Compensation insurance and shall provide Owner with proof of such ineu;ence; Hold Harmless The Contractor agrees to defend, indemnify and hold the owner harmless from any liability or claim for damage because of bodily injury, death, property damage, sickness, disease or loss and expense arising from the Contractors' negligence in the performance of the construction Contract. Each Contractor and subcontractor is acting in the capacity of an independent Contractor with respect to the Owner. The Contractor further agrees to protect, defend and indemnify the Owner from any claims by laborers, subcontractors or material men for unpaid work or labor performed or materials supplied in connection with the Construction Contract. Assignment of Contract The contractor agrees not to assign the Construction Contract without the written consent of the Owner. Change Orders The Contractor agrees not to make any changes in the schedule of work, design, or of the specifications without written authorization by the Owner. If the owner decides to make such change orders contractor will submit the prices changes and those changes will be added to the original lump sum. Lien Waivers The Contractor shall protect, defend and indemnify the Owner from any claims for unpaid work, labor or materials. General Guarantee The Contractor shall remedy any defect due to faulty material or workmanship and pay for any damage to other work resulting therefrom which shall appear within the period of one year from final •0900: [w payment. Permits and Codes The GC shall obtain all necessary building permits, including those required by the city of Miami. The Contractor will secure at his/her own expense any other necessary permits and licenses required to do the work and will comply with all building and code regulations and ordinances whether or not covered by the specifications and drawings for the work. Permits fees and taxes are not included in the proposal and therefor will be paid by owner. Work Performance 1) The Contractor shall protect all work adjacent to the Contract site from any datvge resulti69�com • •; • the work of the Contractor and shall repair or replace any damaged work at Nsfiw own expense. ....;. 2) The Contractor shall replace and put in good condition any existing conditionsttanigged1n.carrying • • out the contract. .... . .. ..... ...... . . ..... . 3) The Contractor shall take all precautions to protect persons from injury and uovwAssary • �, �; • interference or inconvenience. ....:. 4) The Contractor shall conduct his activities in a business -like manner and adhelth tothe reas"ble • wishes of the Owner in relation to his working schedule. " ' Condition of Premises The Contractor agrees to keep the premises clean and orderly and to remove all debris as needed during the hours of work in order to maintain work conditions which do not cause health or safety hazards. Use of Utilities The Owner shall permit the Contractor to use, at no cost, power and water necessary to the carrying out and completion of the work. Inspection The Owner shall have the right to inspect all work performed under this contract. As well it shall be a condition of this contract that all work that needs to be inspected by the city of Miami, or inspected and certified by the local officer, shall be done at each necessary stage before further construction can continue. All inspection and certification will be done at the Owner's expense. Failure to follow this requirement will be grounds for termination of the contract. Right to Stop Work If the Contractor fails to correct defective work or persistently fails to supply materials or equipment in accordance with the Contract Documents, the Owner may order the Contractor to stop the work, or any portion thereof, until the cause for such order has been eliminated. Payment Schedule Payments for work shall be as follows: Payments shall be disbursed based on the attached schedule of values. Within three days of notification by the Contractor of each stage of completion, the Owner or its designee will inspect and approve the work, or request any necessary adjustments in the work. The Owner agrees to make payments to the Contractor within 3 days of approving work. Owner will retain 5% of the completed work to be paid at final inspection and CO by Village of Miami Shores Taxes • .... Contractor shall include in the price bid all applicable state and local taxes. ..:. Arbitration • • • • • • • • • • • • • • 1) All claims, disputes, and other matters in question arising out of, or relating-et*�, the Contcas:t Documents or the breach thereof, except for claims which have been walwa jay the r;WAg and acceptance of final payment, shall be decided by Arbitration in accodlartcd with the . construction Industry Arbitration Rules of the American Arbitration Associatign. 2) This agreement to arbitrate shall be specifically enforceable under the prevailing arbjtraliop law. The award rendered by the arbitrators shall be final, and judgment may be enter6dLpon it in any court having jurisdiction thereof. Any award shall provide for payment within 30 days of the date of the award. 2) Notice of the demand for arbitration shall be filed in writing with the other party to the CONTRACT DOCUMENTS and with the Arbiter. Demand for arbitration shall in no event be made on any claim, dispute or other matter in question which would be barred by the applicable statute of limitations. 3) The Contractor will carry on the work and maintain the progress schedule during any arbitration proceedings, unless otherwise mutually agreed in writing. This Contract shall be construed under the laws of the State of Florida and may be modified or amended only by a written instrument executed by both the Owner and the Contractor. IN WITNESS WHEREOF, THE OWNER AND THE CONTRACTOR HAVE EXECUTED THIS CONTRACT AS OF THE DATE FIRST WRITTEN ABOVE. Arguigreen Corp. President Salvatore Investments Inc Arqu'I-Green 11•o KAvol stovt Hari! lopw� Compmj EXHIBIT A BREAKDOWN CONSTRUCTION COST JOB:128 NE 94 street, Miami Shores Item sq.ft. Unit Price • total • •total per •�� • ermits eel SHELL- FINISHINGS ' • • • • • • • concrete, rebars CMU BLOCKS labor only 5329 $ 18.39 $ V .00 Materials for shell and walls $ a6x0.00 . Interior partitions ( wood frame - 5/8" drywall plus insulation 6600 $ 2.56 $ 16,4996.00 0• • • • ceramic floors installed 5100 $ 6.00 $ .00 Ikea Kitchen and appliances $.ZZ0.00 paint 12600 $ 1.75 $• 22,0 .00 226 546.M LANDSCAPING 11000 $ 1.10 $:12,IV.00 $ 12,100.0p. • WINDOWS AND DOORS Aluminum Windows installed $ 67,000.00 wood doors $ 3,750.00 entrance door $ 1,800.00 garage doors (3) $ 3,300.00 $ 75,850.00 ROOF Roof trusses $ 13,700.00 roof metal $ 26,700.00 $ 40,400.00 PLUMBING -GAS ( including fixtures) $ 32,700.00 $ 32,700.00 ELECTRICAL ( including generator and fixtures) $ 39,700.00 $ 39,700.00 MECHANICAL (Including AC, ventilation) $ 23,700.00 $ 23,700.00 DRIVEWAY 2200 $ 4.50 $ 9,900.00 $ 9,900.00 POOL 888 $ 45.83 $ 40,700.00 $ 40,700.00 POOL DECK 1200 $ 16.00 1 $ 19,200.00 $ 19,200.00 TOTAL $501,596.00 1 $501,596.00 ACORa® CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDD YYYY) 04/27/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Ainara Garate PHONE IA N . (305) 964-7110 AID No : (877) 619-7256 Nexus Insurance Agency E-MAIL ADDRESS: ainara@nexusins.net 1301 N Palm Avenue INSURER(S)AAFFORDING COVERAGE NAIC # INSURERA: NAUTILUS INSURANCE COMPANY 17370 Pembroke Pines FL 33026 INSURED INSURER B : SCOTTSDALE INSURANCE COMPANY 41297 INSURER C : NORMANDY INSURANCE COMPANY 29803 Arquigreen, Corp & GC Architectural INSURER D : 6130 NE 4 Court INSURER E : 1 INSURER F: Miami FL 33137 COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR I LTR TYPE OF INSURANCE ADDL SUBR POLICY NUMBER POLICY EFF MMIDDIYYYY POLICY EXP MM/DD/YYYY LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE OCCUR NN796332 12/16/2017 12/16/2018 EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTE PREMISES (Ea occcurence) $ 100,000 MED EXP (Any one person) PERSONAL & ADV INJURY $ 5,000 is 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY ❑ JECTPRO ❑ LOC OTHER: GENERAL AGGREGATE S 2,000,000 PRODUCTS - COMP/OPAGG S 2,000,000 $ AUTOMOBILE LIABILITY ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS HIRED NON -OWNED AUTOS ONLY AUTOS ONLY COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ B X UMBRELLA LAB EXCESS LIAB OCCUR CLAIMS -MADE XBS0088740 12/16/2017 12/16/2018 EACH OCCURRENCE $ 1,000,000 AGGREGATE S 1,000,000 DED I I RETENTION$ $ C WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? ❑Y (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A NHFL002582018 02/15/2018 02/15/2019 PER OTH- STATUTE ER E.L. EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE -POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) General Contractor License Number CGC1511513 CERTIFICATE HOLDER r-ANrFI I ATInAI SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village ACCORDANCE WITH THE POLICY PROVISIONS. Building Department AUTHORIZED REPRESENTATIVE 10050 N.E. 2nd Avenue MIAMI SHORES FL 33138 01988-2016 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD BUILDING PERMIT APPLICATION QBUILDING .X ❑ ELECTRIC Miami Shores Village R" -;r _ Building Department UN 19 2 18 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 �V "-- INSPECTION LINE PHONE NUMBER: 13051762-4949 6 F(�BC 2011 r f Master Permit No. R C 2 I Lf2 -J U Sub Permit No. ❑ ROOFING REVISION ❑ EXTENSION RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 128 NE 94 ST City: Miami Shores County: Miami Dade zip: Folio/Parcel#: 11-3206-013-2980 Is the Building Historically Designated: Yes NO X Occupancy Type: residential Load: Construction Type: CBS Flood Zone: X BFE: FFE: OWNER: Name (Fee Simple Titleholder): SALVATORE INVESTMENTS INC Phone#: 305-778-5961 Address: 6130 NE 4th Ct City: Miami State: FL Zip: 33137 Tenant/Lessee Name: Phone#: Email: alsba@bellsouth.net CONTRACTOR: Company Name: ARQUIGREEN CORP Phone#: 305-778-5961 Address: 6130 NE 4th Ct City: MIAMI State: FL Zip: 33137 Qualifier Name: JOSE A. SBARRA Phone#: 305-778-5961 State Certification or Registration M CGC1511513 Certificate of Competency #: DESIGNER: Architect/Engineer: CARMEN T. DIAZ Phone#: 786-312-6060 Address: 5001 S.W. 74th CT # 100 City. MIAMI State: FL Zip: 33155 Value of Work for this Permit: $ I FD0 0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration Q New ❑ Repair/Replace ❑ Demolition Description of Work: trusses shop drawings Specify color of color thru tile: Submittal Fee $ Scanning Fee $ a ' 00 Technology Fee $ Structural Reviews $ 415, W Permit Fee $ CCF $_ Radon Fee $ DBPR $ Training/Education Fee $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) ti 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: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. OWNER The foreyng instrument was acRnowledged before me this / day of JV P 20 1 Y . by J'�"d=^ , ho�v is personally kno to me or who has produced identification and who did take an NOTARY x�;e'•�. KARINA ALEJANDRA Ll1NJ�, Commis b M FF 950062 y A = My Comp i sion Expires Janu f 12, 2020 Print: Seal: as CO The f�?regoing rejinstrument was�acknowledged before me this ` day of 20 (9 by �Zy— -r 4 who is personally know to me or who has produced as iderr NOT Sign: Print Seal: s*s**s****s****#***s*ss**ss,es•*.****.*s��*s�sssssss�*•s*�s*s*ss�.s.yes*•ss.•*r**.«*•*••***s*•:..•*sss*s*sss.s APPROVED BY Plans Examiner Zoning Gza Structural Review Clerk (Revised02/24/2014) MENEEMAOM TRUSS C® PANYr INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package' ' • • see. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) • • • It is your responsibility to determine that the dimensions conform to the architectural plans andmal0limMs utilized • herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure,,tmel Live Load6••:• imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the bdiVing designer • • for the structural safety of the building. It shall be the responsibility of the building designer*o61�dieate sifeo:oo location and attachments for all permanent bracing as required by design analysis. The design an d location of all bracing shall be such that they work together with other structural parts of the building (suclas Shur wallsL • • • portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Perinanewt BraciMg includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Mem% Planes. Try' e•. Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building Designer.' 0 • Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI- 95 & WTCA-95 for further information) TRUSS ERECTOR / INSTALLER (Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet .Osseo • e e•e eee ooee• e eeee e e ... . e o o e$ e Deco Truss Company, Inc. r_ TRUSS COMPANY, INC. 13980 SW 252nd ST Trusses & Building Materials Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Re: 10638: RESIDENCE: MIAMI Site Information: Project Customer:ARQUI GREEN Job Name RESIDENCE: MIAMI SHORES Lot/Block: Subdivision : Site Name: Site Address: 128 NE 94 ST. MIAMI St: FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2017/TPI2014 Design Program: 8.13 Nov 13 2017 Roof Load: 55.Opsf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 55 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and thi�&k-Fdex sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers JNIes. •••• ••••:• •• • •••• No. Date Truss ID# Seal# 1 06/01/18 Al A0051298 2 06/01/18 A2 A0051299 3 06/01/18 A3 A0051300 4 06/01/18 A4 A0051301 5 06/01/18 131 A0051302 6 06/01/18 132 A0051303 7 06/01/18 B3 A0051304 .8 06/01/18 B4 A0051305 9 06/01/18 B5 A0051306 10 06/01/18 B6 A0051307 11 06/01/18 B7 A0051308 12 06/01/18 CJ7 A0051309 13 06/01/18 CJ7A A0051310 14 06/01/18 CJ76 A0051311 15 06/01/18 D1 A0051312 16 06/01/18 E1 A0051313 17 06/01/18 FG1 A0051314 18 06/01/18 H1 A0051315 19 06/01/18 H2 A0051316 20 06/01118 H3 A0051317 21 06/01/18 A A0051318 22 06/01/18 AA A0051319 23 06/01/18 J3 A0051320 24 06/01/18 J3A A0051321 No. Date Truss ID# Seal# 25 06/01/18 J36 A0051322 26 06/01/18 J3C A0051323 27 06/01/18 J3D A0051324 28 06/01/18 J5 A0051325 29 06/01/18 J5A A0051326 30 06/01/18 J58 A0051327 31 06/01/18 J7 A0051328 32 06/01/18 RA A0051329 33 06/01/18 J7B A0051330 34 06/01/18 JG3 A0051331 35 06/01/18 JG7 A0051332 36 06/01/18 Ll A0051333 37 06/01/18 L2 A0051334 38 06/01/18 L3 A0051335 39 06/01l18 LG4 A0051336 40 06/01/18 LG5 A0051337 41 06/01/18 M1 A0051338 42 06/01/18 M2 A0051339 43 06/01/18 M3 A0051340 44 06/01/18 M4 A0051341 45 06/01/18 N1 A0051342 46 06/01/18 N2 A0051343 47 06/01/18 N3 A0051344 48 05/31/18 Q1 A0051345 No. Quak. • • Tess ID;* SM00 • • 49 05f3'IfIE• R1 • A*SWr : 50 Q6 31 A A• • 1 • A0051347 51 05/31/18 R3 A00 t34 • 52 qt Y /� • •�4 • • • AQpi I.3ri9 • 53 Qb"lige R5 • A00513650 54 06/31/18 • 6 • A00110313? 0 55 (l to • // AOD51352: ENS't��O�� No. Q. , 'o STATE ////Jl l l 111 -10 Qj CA'O- 01, pQ&LMT 4:r*/ t btv ��St01� PM CQ, %_LIf:�r—,o The seal on this index sheet indicates acceptance of professional engineering responsibili..y_ solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. Mahmound Zolfsghari,-P.E. - License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Consulting 8ngA;hears 13901 S.W. 108 AvP. G q��} Miami, Florida 33Ii6 ( 1 Phone 305-253-2428 Pax 30 5-23 �-4248 NOTE: The suitability and use of each component for any particular building is t[MoridaProfessional Engineedng Licem No. 36, responsibility of the Building Designer, perANSI/TPI 1-1995 Section 2. Special Inspector License No.636 Page 1 of 1 Engineers Name Date Job Truss Truss Type Dty Ply RES. MIAMI SHORES (RC) 10638 At MONOPITCH 2 1 Job Reference (optional.) DECO TRUSS COMPANY INC.. Princeton, FL 33032, MARIO ESPINEIRA nun. a. i30 s Nov 13 2017 Porn. o 130. Nuv ii <v„ 1-. ER 1-UU5.1,63, ,'-C. , „ „US v ID:SMfTZTdAP8i71 K7Nmwl4LGzWiiQV-b51 RaStuOiVzTUNZXPTcX26CMVgF_BhR8bkp1 UzAgsV 40-1-0 2-8-8 , 8-5-5 , 14-2-3 , 19-11-0 , 25-7-13 , 314-11 , 37-1-8 �8-1�� 2�8 88 5-B-13 5 8-13 5-8-13 5-8-13 5-8-13 5�-13 0�7 t-11 tt Scale = 1:76.7 4x6 = 2x4 II 4x6 10 11 12 lux 14 21 20 19 17 16 14 13 2x4 II 4x4 = 3x10 MT20HS= 3x4 = 3x4 = 3x4 = 4X60IT • • • 3x4 = 3x6 - • • 0000 • • • • • • •• • •••• 0 • F2 0 02r8 8 8 5-5 14-2-3 19 11-0 25-7-13 31-4-11 ...3��a •• • ...... 22 _0P 5-8-13 5-8-13 5-8-13 5-6-13 5-8-13 • • • f�I3 • • • Plate Offsets (X Y)— 1:0-2-1 0-0-15 10:0-3-2 0-14 12:0-1-9 0-2-0 14:0-1-12 0 1-8 20:0-1-12 0-2-0 22:0-7-0 0-6-13 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • • PLATES • ORIP 000000 TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) 0.12 17 >999 360 T20 190 •••• •• ••••• TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(CT) -0.22 17-19 >999 240 • f T20HS • /" BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.05 13 n/a n/a • • • • • • • • • • • : • BCDL 10.0 Code FRC2017ITP12014 Matrix-MSH Weight: 307 Ib FT = 0 % • ••••• • LUMBER- BRACING- • • • • 000000 TOP CHORD 2x6 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 4-7-1(0dtQ"9, except end verticals. BOT CHORD 2x4 SP No.2 P `Except' BOT CHORD Rigid ceiling directly applied or 5-9 i cing. • 0 • • • • 9 Bt: 2x6 SP No.2 P, B4: 2x4 SP DSS P WEBS 1 Row at midpt 10-1SZ-$0, 5 7, 6-16, 7-y4•9-14 • • WEBS 2x4 SP No.2 P *Except* 2 Rows at 1/3 pts 9-13 000000 W1: 2x6 SP No.2 P REACTIONS. (lb/size) 13=2156/0-2-8 (min. 0-2-3), 22=2191/0-8-0 (min. 0-2-9) Max Horz 22=509(LC 9) Max Upliftl3=-930(LC 9), 22=928(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-24=-107/202, 2-24=458/623, 2-3=-1803/674, 34=-2361/1189, 4-5=-2301/1195, 5-6=-2239/1200, 6-7=1721/909, 7-8=-951/406, 8-9=-897/417, 9-10=157/59, 10-1 1=-57/31 , 11-12=-18/0, 10-13=-571/846 BOT CHORD 23-26=-193/106, 25-26=-193/106, 25-27=578/457. 22-27=578/457, 21-22=0/142, 2-22=2074/1616, 21-28=-85/24, 20-28=85/24, 20-29=1381/1704, 19-29=-1381/1704, 18-19=1767/2262, 18-30=-1767/2262,17-30=1767/2262,17-31=-1652/2140,16-31=-1652/2140,16-32=-1249/1634,15-32=1249/1634,14-15=-1249/1634,14-33=-641/878,13-33=-641/878 WEBS 2-20=-1622/2084, 3-20=-1050/981, 3-19=513(742, 5-19=-376/392, 5-17=213/170, 6-17=-66/323, 6-16=-826/659, 7-16=465/765, 7-14=1362/1094, 9-14=-847/1256, 9-13=-1771/1300, 1-23=-21/91, 24-25=-55/170, 23-24=-112/186, 1-25=179/120 NOTES- 1) NAnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=21ft; Cat. II; Exp C; Encl., GCpi=0.18. MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 930 lb uplift at joint 13 and 928 lb uplift at joint 22. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zralfaghari, RE. Consulting Engineers 13901 S. W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Jon 10638 rugs SPECIAL A0061299 i COMPANY INC . PrinCe(0n, I L 33037, MAR;O taWlNFIRA hull 6 1;au s Nov 13 7u1 r Nnnl a. 13u s Nov i u zul r MI I eK Industries, Ine I ue Jun 1z ut{z ID:S MfTZTdAP8171 K7Nmw14 LGz WiQV-fYhIHCoGHoXCb9miOSrTQNrrm3AIG 1 �2�88 t 711.2 131-tt 19.4-4 746.92 r 2.9--z9-0-4 3211-6 40-1-0 51`- s31-11-8 1 4x6 s 2x4 II 46 11 12 13 22 21 20 18 17 15 14 2x4 it 4x6 = 4x8 = 5x8 = 2x4 it 3x8 11 US = 448•li • • • 6x12 MT20F;= • • • • • • • • o-n_ne_a_n 7_1h_3 av_4-44 MA -A 9A-r,19 99-r1-d 32-11-6 , • 37.1-t1 , Scale = 1:74.4 LOADING (psf) SPACING- 2-0-0 CS11 DEFL. in (loc) Well L/d • • • PLATES • GRIP • • : • • • TCLL 30.0 Plate Grip DOL 1.33 TC 074 Vert(LL) -0 40 17-18 >999 380 • • • • jg20 04W190 **goo TCDL 15.0 Lumber DOL 1 33 BC 0.73 Vert(CT) -0.80 17-18 >510 240 • 201-18 • 187/148 BCLL 0.0 Rep Stress Incr YES WB 096 Horz(CT) -0.08 14 n/a n/a • • • • • • • • • • • • • • BCDL 10.0 Code FRC2017/rP12014 Motdx-MSH Attic -0.20 17-18 612 380 ,/V�lght: 378 lbET - 0% • LUMBER- BRACING- • • • • • • • • • • TOP CHORD 2x6 SP No 2 P TOP CHORD Structural wood sheathing directly applied or 4-0-12 :cQBrJlhl,%xcept ens verticatse, BOT CHORD 2x6 SP No 2 P 'Except' BOT CHORD Rigid calling directly applied or ifi0 0 r�r sing. • • • • • • B2: 2x4 SP No.2 P, B5,84: 2x6 SP M 26 P WEBS 1 Row at iNdpi 11.14�y2-,24f�, 25-26, 1Q V, 7.25, 10-25,; 24 • WEBS 2x4 SP No 2 P *Except* 2 Rows at 1/3 pts 15-25, 10.14 000000 W1,VA,W9,W12: 2x6 SP No.2 P JOINTS 1 Brace at Jt(s): 25,26 REACTIONS. (lb/size) 14=258310-2-8 (min. 0-2-3), 23-243710-8-0 (min 0-2-14) Max Horz23-509(LC 5) Max Uplift14=-607(LC 9), 23=-743(LC 5) Max Grav 14-2678(LC 2), 23=2437(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tonsnol TOP CHORD 1-28=-107/202, 2.26=-45WO23, 2-3=-1974t397, 3-4=-28901868, 45=-2827/878, 5-6=-871/0, 6-7=53010, 7-8=-1203/1421, 8-9-11"1507, 9-10-1024/1378, 10-11=-154/53, 11-12=57131, 12-13=18/0, 11-14=-548/854 BOT CHORD 27-30=-1931106, 29-30=193/tO6, 29-31= 5781458, 23-31= 5781458, 22-23-01133, 2-23=-231911417, 22 72=98/26, 21-32=9W.G. 21-33=-1113/1878, 7.0-33=1113/1878, 20-34=-1250/3095, 19-34=-1250/3095,18-19=-12501,)095,18-35=-1207t3122,17.35=-1267/3122. 16.17=-124013127,16.30=-1246/3127, 15-30= 124WI27,15 37=303/830. 14 37•-303/830 WEBS 2-21=-1322/2351, 3-21=129W77, 3-20=50311276, 5.20= 141525, Er24-2045/1058, 18.24=W41, 6.24=1111340, 24-n-26021897, 25-26=26041998, 17-25=12/1502, 9-25=-337/442, 15.25=-4985/2047,10-15--1648/3753,10.14-,2219+816,7.26=-12/329.7.25=-2082/1249;10.25=-3024/1615,20-24=-554/0,1.27=2iFJt,28 29=-551169,27-28=-112/i86,1.29--1791120 NOTES- 1) V*A: ASCE 7-10; Vult=175mph (3-5econd gust) Vasd-136mph;11VI1Z; TCDI.=5 0psf; BCDL-5.0pst; h-21ft; Cat. II; Grp C; End., Gr-pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever Jeff exposed .C-C for members and forces 8 M1W-RS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) Plates dhocked for a plus or minus 0 (in" rotation about its center 4) Cat" dead load (10 0 psf) on nKrmber(s). 24.28, 25.26; Wall dead load (10-Opsf) on member(s)18-24, 17-25 5) Bottom chord live bad (40 0 pst) and additional bottom chord dead load (10 0 psf) applied only to room. 17-18 6) LumUor designated unlit a "P is pressure lreutrd w tit preservatives Platu lalural rosistarnce values have been reduced 20% where used in this lumber, Plates should be prutected from rbnos'Kun pa' 8ho recotmmendadon of lite treatment company. Borote or other suitable uvalment maybe used if It does not corrode the plates It ACO, CBA, or CA-13 treated lumber is used, Improved corrosion protedion Is roguirod, and G185 galvanized plates may be used with this design. Incising fades have not been considered for this design Budding designer to verify suitability of this product for its intended use. 7) Provide mechanical connection (by others) of truss to beaming plate at joint(s) 14, 8) Provide mechanical connection (by others) of truss to bearing plate capable of wlldrslanding 507 lb uplift at joint 14 aiwi 743 Ito uplift at Joint 23. 9) This truss tins been designed for a moving co"ritratiKyo 4 of 3 0016 deatj loctyled aj,l mid panels and at all pandl points along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • 10) ATTIC SPACE SHOWN IS DESIGNED Ag"VINHA21:AB�L•.: • • • LOAD CASE(S) Standard • • • • • • • • • • • • Mahmound Z0115081 d, PX • • • • • • • Consulting Enaineees • 13901 S.W. 108 Ave. . . .... . .... .. .. .... ... • • • Miami, Florida 33 176 Phone 305-253.242111 Pax 30$430. 8 ... ... . Florida Professional III IM1w 1yp� 3MI • �e'nce? No, fi 6i • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Joe Truss Type 0838 ITr ss IROOFSPECIAL I20ty (Ply 1 (RESIDENCE: MIAMISHORES A0051 2•adi 7-11-2 13.1-11 194-4 24.6.12 299�t 32-iL0 37-i•a as1.�4U-t0 5•:.9 � fi?•9- I 52-8 )•--S2-a (— ^4,2=a'5--0-t1-1-11-8 Scale - 1:74 4 4x8 2x4 II 4x8 3111 12 13 1N 22 21 20 18 17 15 14 2x4 11 06 = 48 = 5x8 = 2x4 11 3x8 11 5x6 = 48 I I '' • 6x12 MT204= •' • • • • • • • • 7 2 13 1 11 19 4 4 24 f 12 29 9.4 32-11- • 7.1.8 - i- - — + 2-0C -8- 5 2.10 5-2 9 6-2-9 5-7.•8 5-2.8 3.2.7. ' 2-2 ' 000000 Plate Offsets (X,Y)-j1A2.1,00101,1110.32,0-i•4]�ji301_90.2OJ 540-4-8,(42:OJj15OT2�80.2.4L1i7:0.4t2p.1•t)j.jz3:05�,p613),.(24:0_•1-120t SeO^ 12i}-6 • • • LOADING (psf) SPACING- — 2-0-0 CSI. �DEFL. in Doc) Vdefl L/d • • • "LATES ' GRII? " " • TCLL 300 Plate Grip DOL 133 TO 0.74 Vert(LL) -040 17-18 >999 360 • • • • 042TO 071N690 • • • • • TCDL 15.0 Lumber DOL 1.33 8C 0.82 Vert(CT) -0,80 17-18 >510 240 • M720HS • 187/149 BCLL 0.0 Rep Stress Incr YES WB 096 Horz(CT) -0,08 14 n/a nla • • • • • • • • • "' BCDL 10.0 Code FRC20171TPI2014 Matrix-MSH Attic -0.20 17-18 612 360 • • • • "Ight: 378 lb QT = O% • LUMBER- BRACING- • • • • • • • • • • TOP CHORD 2x6 SP No 2 P TOP CHORD Structural wood sheathing directly applieg or 4-0-12 rk$N?h1, except enQ verticals{ BOT CHORD 2x6 SP No 2 P *Except* BOT CHORD Rigid Gelling directly applied or es0-0 o6 bracing. • • • • • • 82: 2x4 SP No.2 P, 85: 2x6 SP M 26 P, 84: 2x6 SP 240OF 2 OE P WE9S 1 Row at nixtpt 11-14, 5626, 24-26, 25-26, ION*. 7425, 20-24, 10-25 • WEBS 2x4 SP No 2 P 'Except' 2 Rows al 113 pis 15-25, 10.14 • • • W1,W8,W9,W12: 2x8 SP No.2 P JOINTS 1 Brace at Jt(s): 25, 26 " ' REACTIONS. (Iblsize) 14=258310-2-8 (min. 0-2-3), 23.2437/0-8-0 (min. 0-2-14) Max Herz 23-509(LC 5) Max Uplift14=607(LC 9). 23=743(LC 5) Max Grav14=287e(LC 2). 23=2437(LC 1) FORCES. (Ib) - Maximum Comlit"sionrMaximum Tonsion TOP CHORD 1-28=-10(i/202, 2-28=453/623, 2-30=19741122, 3-30--1960/131, 3-4--28901343, 4-5=-2827/349, 5-6=87110, 6-7=-530/0, 7-8=-781/1421, 8-9=-772/1507, 9.10=-e54/1376, 10-31=-149/42, it-31--141/53,11-12=57/31,12-13=-1B/0,11-14=-548/822 BOT CHORD 27-32=-193/105, 29.32=193/105, 29-33=-578/462, 23-33=-578/452, 22-23=WI33, 2-23=-23191972, 22-34-ga'26, 21.34=-96/26, 21 35=-Wg/1878. 20.35=609/1878, 20-36--612/3095, 19-36--612/3095,18-19=-612rM6,10-37=-622t3l22,17.37=-62213122, 16-17=-607/3127,16-38=-607/3127,15-38=-607/3127, 15.3i--- 133/830,14.39=1331830 WEBS 2-21=745/2351, 3.21--1295/518, 3-20=-267/1276, 5-20=-514/3CA, 5-24=-20451577, 18.24=Of741, 6.24=111/2C5, 24.26=-26021485, 2-5.7.6=•26W486, 17-25-011502, 9-25=337/331. 15-25=-498511058, 10 15--863/3753, 10-14=-22191358, 7.26=0r329, 7.25=20821725. 20.24=-55410, 10-25=3024/882, 1-27=21/91, 28-29=-56/109, 27-28=1111180, 1.29-4791119 NOTES- 1) Wrid: ASCE 7.10; Vult=175mpt (3•secand gust) Vasd=136mph; HVHI-;'TCDL=5.Opsf; BCDL-5.Opsf; h=21ft; Cat tl; Exp C,End., GCpi=0.18; MWFRS (envoi pe) and C-C Exlerior(2) 0-0-0 to 3.8-9, inter r(1) 3.8.0 to 36 4-7, Exter or(2) 36.4-7 to 40-1-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MW1-RS (of reactions spawn; Lumber DOI.=1 60 pate 9np VXX-1,00 2) All plates are MT20 pates unless otherwise ind Gated. 3) Plates chinked for a pus or frimus 0 degree rotation about Its center 4) Coiling dead load (10.0 pst) on member(s). 24.28, 25-26, Wa8 dead lead (%Opsl) on rnembvr(s).18-24, 17-25 5) Bottom chord live lood (40,0 psi) and additional bottom chord dead load (10.0 psf) applied only to room. 17-18 6) Tumber designated wilh a'P" Is Kessufs4realed Mttr preservatives Plate lateral resistance values have been reduced 20%where used in this lumber, Plates should bo prolecled frorn corrosloh pa the recommendation of the treatment company Berate or of er suitable treatment may be used if it does not corrode the plates If AGO, CB& or CA-B treated lumber is used, improved corrosion proructwn Is required, and G185 galvanized plates may be used with this design. Incising faclom have not been considered for this design Buikiing designer to verify suitability of this prated for its intended use 7) Provide mechanical connection (by others) of truss to beanrx) platu at pre(s) 14. 8) Provide mechanical connection (by others) of truss to beannn pate capatrle of withstanding 607 lb uplift al joint 14 anti 743 lb uplift at joint 23. 9) This truss has been designed for a nroving conewhlrsleddowbof i00 0%nendroeKed a6W mid panels and at all papal points along the Bottom Chord, nonconcurrenl with any other live loads. • • • • • • • • • 10) ATTIC SPACE SHOWN IS DESIGNED AS' L0INHAW:A%E• : : : : • i is. LOAD CASE(S) Standard • • • • • • • • + • • • is Mahmound Zolfaghad, P.E. . . ' ' "'. ' • Consulting Engineers . . • . . . . • • • 13901 S.W. 108 Ave. . . . •. • . .... • . • • • • • Miami, Florida 33176 • • • Phone 305-253.2428 Fax 30$43*4243 ... . . .. ... . . Florida Professional eng�InI1 1,bwMiW 3 1 i • i i• i i i : Special lnspii i .icepSf' NO• • • • • • • • • • • • • ••• • • • ••• • • 10638 IA4 ROOF SPECIAL 14 A0051301 81jusw K7Nnnvl4 4x6 : Scale - 1:72.4 2 50 12 2x4 11 4x6 112812 13 0-8-W18) 4x6 = 4x4 = 08 = 5x8 = 2x4 11 3x8 it 5x6 = 0-2-4 9R4) • • • •••• •••••• 41 = • • • •••••• •• • •••••• 4.1.1 8.2-2 12-3.3 17-4.4 22-6-12 27.9.4 , 30.11-6 35-1-8 • • • ( 4 1 1 T 4 1 1 I A 1 1--( 5 1 1 5 7 8 — 2 B-'—�-2� 5r�12 2 •••• L to OBsets (X.Y)- 110 0.".0.2.41, j13:0-1y0.2-0j� j14.0-4-8 0-1-12j,.[15 0 1 12.0 2-�j (17'0 4-- 8j L4 0-1_12,0.1-8j,.L25:0-4-8.0-54L • • • • • • • • •_ LOADING (1:051) SPACING- 2-0-0 CSI. DEFL. In (loc) IIdeB L/d • • • PLATES • GAI? • • : • • • TCLL 300 Plate Grip DOL 1.33 TC 0.80 Vert(LL) -0.43 17-18 >981 3e0 • • • • M20 •2A41WO *Goo* TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.86 17-18 >488 240 • • • • BCLL 00 Rep Stress Incr YES WB 100 Horz(CT) 007 14 n/a n/a • • • • • • • • • • • • • • BCDL 10.0 Code FRC20171TPI2014 Matrix-MSH Attic -0.21 17-18 595 360 • • • • )(VIght: 377lb ET = O% • • LUMBER- BRACING- • • • • • • • • • • TOP CHORD 2x6 SP No 2 P TOP CHORD Structural wood sheathing directD, applieg or 3-10-14be Pu?1ifte except e�rd verticaW BOT CHORD 2x6 SP M 26 P -Except' BOT CHORD Rigid ceiling directly applied or �10.11•oc bracing, • • • • • • Bt: 2x6 SP No.2 P WEBS 1 Row at midpt 11-14, 644. 24-26, 25-28, 1006, 7425, 10-25 • • MBS 2x4 SP No,2 P *Except' 2 Rows at 1/3 pts 15-25, 10-14 • • • • • • W10,W1 1,M4:2x6 SP No.2 P JOINTS 1 Brace at Jl(s): 25. 26 REACTIONS. (lb/size) 14=264010-2-8 (min. 0-2-4), 23=2144/0-8-D (min. D-2-8) Max Horz23=481(LC 5) Max Upliftl4=-882(LC 5), 23=-466(LC 5) Max Grevl4=2732(LC 2), 23=2144(LC 1) FORCES. (lb) - Maximum Compression/Maximum, "Tension TOP CHORD 1-27=1811/5(4, 2-27=-1746f508, 2-3=-2714/873, 3.4=-3163r885, 4-5=-3114/690, "=-840/0, 6-7=514/0, 7-6--1017/1538, 8-9=-1008/1624, 9-10--886/1494, 10-28=147/45, 11-28=-140/53, 11-12=-57/31, 12-13=11X), 11-14=-547/815, 1-23=20011IM9 BOTCHORD 23-29=-616/259, 7.2-29=-010/259, 22.30=-IOW/1742, 21-30=,1066/1742, 21-31=1149r2621, 2031=•1149t2021, 19-20--818f3215, iO-32=81Br3215, 18.32=-Bt813215, 18-33=830m40, 17-33=-830/3240, 17-34=-813f8244, 16-34=813Y3244, 15.16=-813/3244, 15-35-154/850, 14.35-1`r1/8CiO WEBS 2-22--1501/459, 2-21=-123/1314, 3-21--891/158, 3,20=01768. 5-20=-374/264, 5-24=2352/953, 18-7.4=01736, 6.24=0/264, 242G=-273(3/781, 25.26>--2733A81, 17-25=0/1514, 9-25=3231313, 15-25=-5194/1433, 10.15=-115513917, 10-14=227;r1418, i-22=-61012339. 7-26=01:136, 7-25=-2193/882, 10-25=322311253, 20-24=-479/91 NOTES- 1) VM1d. ASCF 7-10. Vull-175tnph (3-serxxxl gust) Vasd-136mph; HVHZ; TCDL=5.Opsi, BCDL=5 0psf; h=21ft; Cat. II; F. xP C, Enci , GCp4=018. MMRS (envelope) and C-C Extedor(2) 0-1-12 to 3.7.14, Irdenor(1) 3•7-14 to 34-0.14, Extenor(2) 34-0.14 to 38-1-0 zone;C-C for rnernbers and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL-1.00 2) Plalos chocked for a plus or minus 0 degree rotation about its canter 3) Coiling rload load (10 0 psf) on members). 24 26, 25.20; Wall dead load (10 Opsf) on ntembor(s).15.24, 17-25 4) Lloltom chord live tend (40.0 psi) and additional Iiolorn clip d doad lend (10 0 psf) applied only to room 17-18 5)1 umber designated with a "P" is pressuro-treated with preservatives. Plate lateral resistance values have been reduced 20% where used In this lumber Plates $bald be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if N does not corrode the plates If AGO, CBA, or CA-0 trebled lumber is used. Irnixoved corrosion prolodlon is required, and G185 galvanised plates may be used with this design. Incising fbctas have rid been considered for this design Btxldkng designer to vwiry suitability of this product for its Intended use. 6) Provide mechanical connection (by others) of truss to bearh() plide at joint($) 14 7) Provide mechanical connection (by others) of truss to bearing plate capnblu of withstanding 682 lb uplift at joint 14 and 466 lb uplift at joint 23. 8) This truss has been designed for a meting ooncontr t� load of 200 (Ali rwn.located tall mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 9) 604, ATTIC SPACE- SI IOVM IS DESIGNED ASDNINHABITtBA. • •• • • • • ••• • LOAD CASE(S) Standard • • • • • • • • • ,.L )� . • • • • • • • • • • • IWOMOUnd Zolf Consulting Engi� A.E. • ••• •• ••• • • 13901 S.W. 108Ave. . . • • . • - • • • Miami, Florida 33176 . . . . . . . .. . - • • • •a 0 0 0 Phone 305-253.242S FAX 303,0 PlOdde Professioed iP,aah ..pedal Insm-dor License ! • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Oty Ply RES: MIAMI SHORES (RC) 10638 B1 MONOPITCH 1 1 Job Reference o 8onal DECO TRUSS COMPANY INC., Pnnceton, FL 33032, MARIU LSPINEIKA nun. a._i uu s Nov io 20i r rnni o. wv s rvuv ,o cu, i ,vu,— t—U. noo, ,,,... F �u ,..agr ID:SMfrZTdAP8i71K7Nmwl4LGzWiiQV-11dDgt?AfnlYg08U6Vfyx9Wx CEKfrvS89LOvzAgsL 35-6-0 2-4-0 8-6-14 14-9 13 21-0-11 , 27-3-10 334-64 r Y 4-0 6-2-14 6 2-14 6 2-14 6-2-14 6 Al2-4 1-0. 0-��Ae = 1:61.1 3x6 II 4x4 3.00 12 44 8 9 10 it 4M 18 "3x6 11 " 4x6 II 4x6 —0.8 0(0-2-0) 4x6 = 3x10 MT20HS= 3x4 = 5x6 = • • • • • Q 2-8(0-2-4) 3x4= • • •••• •••••• • • • • • • 2-0-02,4,0 8-6-14 14-9-13 21-0-11 27-3-10 • • • : • • 33-61 • , '2-040140 6-2-14 ' 6-2-14 Plate Offsets (X Y)— 11:0-00 0-1-15j [1:0-2-5 0.8-0j [2:0.3-0 0-2-12) [3:0-4-0 0-48j (8:0.3-11 0-1-Oj, 6-2-14 f10:0-1-8 0-2-0 6-2-14 • r• • • • b-Z-14 • 12:0.3-0 0.30 16:0-30 0.1-8 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLATES • ORIP • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) 0.20 15-16 >999 360 • • • •ty1T20 • o /190 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.33 15-16 >999 240 • T20HS • /l43 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.09 11 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2017rrP12014 Matrix-MSH • • • ••Weight: 233 Ib • FT = 0 % • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x6 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 3-8-2 *(VMAIexcept end verticals. BOT CHORD 2x4 SP No.2 P 'Except" BOT CHORD Rigid ceiling directly applied or:-2-0 pp cing. • • • • • • 81: 2x4 SP DSS P WEBS 1 Row at midpt 8-11, 2.1J,-5-1 a, 7-11 • • • • • WEBS 2x4 SP No.2 P • • • •• • WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/size) 11=1895/0-2-8 (min. 0-2-4), 17=1968/0-8-0 (min. 0-2-0) Max Horz 17=544(LC 5) Max Upliftl1=839(LC 9), 17=-800(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-19=45/187. 2-19=-300/314, 2-3=-3507/2139, 3-4=3309/2030, 4-5=2406/1432, 5-6=1310/678, 6-7=-1243/692, 7-8=-137/59, 8-9=46/32, 9-10=3/0, 8-11=448/629 BOT CHORD 18-21=149/59, 20-21=149/59, 20-22=-270/305, 17-22=270/305, 17-23=-834/527, 16-23=-834/527, 16-24=2824/3338, 15-24=-2824/3338, 14-15=-2556/3151, 14-25=-2556/3151, 13-25=-2556/3151,13-26=-1817/2268,12-26=-1817/2268,12-27=-927/1184,11-27=-927/1184 WEBS 2-17=-1819/1498, 2-16=1997/3053, 3-16=-368/387, 3-15=297/290, 4-15=-54/336, 4-13=-1054/882, 5-13=-422/694, 5-12=1446/1191, 7-12=-739/1116, 7-11=-1824/1435, 1-18=-2/120, 19-20=-217/107, 18-19=-70/141, 1-20=139/74 NOTES- 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 lb uplift at joint 11 and 800 lb uplift at joint 17. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard MahmoundLclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Uty Ply KtS: MIAMI JFIUlllb (NU) 10638 82 MONOPITCH 2 1 I COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11:27:38 2018 Page 1 1D:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-EPlz5ZOQBO?GvKHtEwhQOacCMLunoZ5CvSeSTnzAgs, 35-6-0 2-4 0 , 8-6-14 + 14-9-13 21-0 11 27-3-10 333 6-8 34 6-$ .-4-11 6 2-14 6-2-14 6-2-14 6 2-14 6 2-14 0-11!ka1e = 1:62.0 3x4 \\ 3.00 12 2x4 II 3x4 \\ 9 10 11 'V •• ••••019 3. 4x6 3x10 MT20HS= 3x4 5x6 •-4x6 II 0 8-2I0) 3x4 2II 4) •••••• 2-0-02,4,0 8-6-14 14-9-13 21-0-11 27-3-10 • • • : • • 33-6-8• • • "So" r 241-004-0 6-2-14 ' 6-2-14 6-2-14 6-2-14 •'• • • • • 6-2-14 • • Plate Offsets X — 1:0-4-6 0-0-3 3:0-3-12 0-1-8 4:0-3-0 0-3-0 13:0-3-0 0-3-0 17:0-3-0 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • • PLATES • GRIP • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) 0.23 16-17 >999 360 T20 • • • �1T20HS • • 2Z4�4 /190 • • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(C 0 -0.37 16-17 >999 240 : • i87/j43 BCLL 0.0 Rep Stress Incr YES WB 0,98 Horz(CT) 0.09 12 n/a n/a • • • 0666 • • • • • • BCDL 10.0 Code FRC2017fTP12014 Matrix-MSH • • • • •Weight: 205 lb • FT = 0% • • • LUMBER- BRACING- i • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 2-6-99 OM1111Ii", except end verticals. BOT CHORD 2x4 SP No.2 P 'Except' BOT CHORD Rigid ceiling directly applied or:-2-0ptVcing. • • • • • • B1: 2x4 SP DSS P WEBS 1 Row at midpt 9-12, 3017, 6-1Z, 8-12 • • • • • WEBS 2x4 SP No.2 P 'Except" • • • • • • W12: 2x6 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 12=1895/0-2-8 (min. 0-2-4), 18=1968/0-8-0 (min. 0-2-0) Max Horz 18=548(LC 5) Max Uplift 12=842(LC 9), 18=797(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-62/142, 2-20=52/143, 2-3=176/388, 3-4=-3430/2081, 4-5=-3248/1979, 5-6=2375/1398, 6-7=1296/655, 7-8=1228/669, 8-9=-152/58, 9-10=-46/19, 10-11=-11/0, 9-12=451/633 BOT CHORD 19-21=345/175, 21-23=345/175, 18-23=345/175, 18-24=-763/392, 17-24=-763/392, 17-25=2792/3279, 16-25=-2792/3279, 15-16=-2517/3087, 15-26=-2517/3087, 14-26=-2517/3087, 14-27=-1799/2239,13-27=1799/2239,13-28=-918/1169,12-28=-918/1169 WEBS 3-18=-1833/1458, 3-17=-2038/3188, 4-17=-429/421, 4-16=299/300, 5-16=-62/337, 5-14=-1019/863, 6-14=418/683, 6-13=-1436/1187, 8-13=-744/1117, 8-12=-1812/1433, 1-19=53/111, 21-22=174/98, 20-22=56/114, 1-22=-123/58, 19-22=181/329, 2-22=-349/292 NOTES- 1) Wlnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 12 and 797 lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type City Ply REST MIAMI SHORES (RC) 10638 83 MONOPITCH 5 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2ui r Print: 8.13u s Nov 13 2017 Mi i ex industries. Inc. rn dun 1 ,:u.vU zv,a rage , ID:SMf'rZTdAP8i71 K7Nmwl4LGzWiQV-AotjWE2gj?F_9dRFLLju5?hbQ8aFGTaVNm7ZXgzAgsH 35-6-0 2-4-0 , 8-6-14 , 14-9-13 21-0 11 27-3-10 33-6 8 34-6-8 r 2-4-0 6-2-14 6 2-14 1, -14 6-2-14 6-2% 1-0- 0-11Aale = 1:62.0 3x4 k1 3.00 rl2 2x4 II 3x4 \I 9 10 11 19 3x6 11 46 = 3x10 MT20HS= 3x4 = 5x6 = • • • 4x6 11 3x6 II 0-8-0(0-2-0) • �a-8(0-2-4) 3x4= • • •••• •.•••• 2-0-02,4,0 8-6-14 14-9-13 , 21-0-11 _ __ , 27-3-10 • • • • • 33.6.8• • • • • • • • • 2-0-0014LO 6-2-14 Plate Offsets X Y 1:0-4-6 0-0-3 3:0-3-12 0-1-8 ' 4:0-3-0 0-3-0 6-2-14 13:0-3-0 0-3-0 17:0-3-0 0-1-a 6-2-14 6-2-14 •'• •• e• a-z-14 • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • a • • PLATES • GRIP • • • • r TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.21 16-17 16-17 >999 >999 360 240 ••MT20 •• PT20HS 244/190 • • ••••• i'8•!/j43 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.37 ••• • BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.09 12 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH • • • • eight: 205 Ib • FT = 0 % • • LUMBER- • BRACING- i • � • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 2-7-1 Os"i", except end verticals. BOT CHORD 2x4 SP No.2 P `Except' BOT CHORD Rigid ceiling directly applied or:-2-0pClo acing. • • • • • B1: 2x4 SP DSS P WEBS 1 Row at midpt 9-12, 6.13, 8-1 • • • • • WEBS 2x4 SP No.2 P `Except' *so*** W12: 2x6 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 12=1895/0-2-8 (min. 0-2-4), 18=1968/0-8-0 (min. 0-2-0) Max Horz 18=548(LC 5) Max Uplift12=842(LC 9), 18=-797(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-62/142, 2-20=-52/143, 2-3=-231/388, 3-23=-3430/1227, 4-23=-3359/1241, 4-5=-3248/1191, 5-6=-2375/831, 6-7=-1296/366, 7-8=-1228/379, 8-24=-144/5, 9-24=-131/58, 9-10=46/19, 10-11=11/0, 9-12=-451/588 BOT CHORD 19-21=-345/217, 21-25=-345/217, 18-25=-345/217, 18-26=572/392, 17-26=572/392, 17-27=-1777/3279, 16-27=1777/3279, 15-16=-1604/3087, 15-28=1604/3087, 14-28=1604/3087, 14-29=-1145/2239,13-29=-1145/2239,13-30=-577/1169,12-30=-577/1169 WEBS 3-18=-1833/1056, 3-17=-1308/3188, 4-17=-429/296, 4-16=-299/198, 5-16=-18/337, 5-14=-1019/552, 6-14=-245/683, 6-13=1436/767, 8-13=-457/1117, 8-12=-1812/906, 1-19=-53/88, 21-22=-105/98, 20-22=-48/114, 1-22=123/58, 19-22=-218/329, 2-22=358/292 NOTES- 1) VUhnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-4-4, Interior(1) 3-4-4 to 32-1-12, Exterior(2) 32-1-12 to 35-6-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-8 treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 12 and 797 lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692.1 Special Inspector License No. 636 Job Truss Truss Type Qty Ply RES. MIAMI SHORES (RC) 10638 B4 MONOPITCH 4 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Hun. 8.130 s Nov 11207 Print: 8.1 su s Nov 13 20i r Mi ex industries, inc. rn Jun t 1 1.2 .42 2016 Pdye ID:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-7A?Uxw3wFdWhOxbeTmmMAQmwuyFikM3og4cfcYzAgsF 34-6-8 2 4 0 8-6-14 14-9 13 21-0-11 27-3-10 33 6 8 33r� B 2-4-0 , 6-2-14 6 2-14 6 2-14 6-2-14 6 2-14 0.' 0 Scale --01%9.2 3.00 12 2x4 11 9 10 18 4x6 II 3x6 11 3x6 11 4x6 = WO MT20HS= 3x4 = 5x6 = • • • • 0-8-0(0-2-0) • • 0-2-8(0-2-1) 3x4= • • •••• •••••• •• • •••• • •••••• •• • •••••• 2-0-0 2 4 0 8-6-14 14-9-13 21-0-11 27-3-10 0 33-6-8 2_n_n n a_n 9-2-14 6-2-14 6-2-14 6-2-14 • • • • • • 66-2_14 • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • •PLATES • ("P 900906 TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.21 15-16 >999 360 0 • • • •lJT20 092"190 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.37 15-16 >999 240 • W20HS • 187/643 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.09 11 n/a n/a • • • • • • • • • • • • BCDL 10.0 Code FRC2017ITP12014 Matrix-MSH • • • •1Q(eight: 200 Ib • FT = 0% • LUMBER- TOP CHORD 2x4 SP No.2 P BRACING- • • • • • •• • • TOP CHORD Structural wood sheathing dire ly appliegd or 2-6-1 j&tt;� except :nd vertic*ils. BOT CHORD 2x4 SP No.2 P *Except* BOT CHORD Rigid ceiling directly applied ora-2-0 gpbvcing. 000000 81: 2x4 SP DSS P WEBS 1 Row at midpt 9-11, 70/, 8-110 • • • • • WEBS 2x4 SP No.2 P • • • • • • SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 11=1735/0-2-8 (min.0-2-1), 17=1975/0-8-0 (min.0-2-0) Max Horz 17=534(LC 9) Max Upliftl 1=-766(LC 9), 17=-804(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=62/142, 2-19=-52/143, 2-3=-227/388, 322=-3445/1284, 4-22=-3374/1298, 4-5=-3267/1264, 5-6=-2395/900, 6-7=2272/907, 7-8=-1320/461, 8-23=-89/8, 9-23=71/44, 9-10=-9/0, 9-11=-266/301 BOT CHORD 18-20=-344/214, 20-24=-344/214, 17-24=344/214, 17-25=-559/398, 16-25=559/398, 16-26=180013293. 15-26=-180013293, 14-15=-1644/3106, 14-27=-1644/3106, 1327=-1644/3106, 1328=-1186/2257, 12-28=-1186/2257, 12-29=-636/1195, 11-29=-636/1195 WEBS 3-17=-1839/1078. 3-16=-1360/3202, 4-16=-431/305, 4-15=-297/193, 5-15=-16/336, 5-13=-1020/550, 7-13=-246/684, 7-12=-1426/742, 8-12=-436/1108, 8-11=-1841/976, 1-18=53/88, 20-21=-105/99, 19-21=-49/115, 1-21=-123/58, 18-21=-215/329, 2-21=353/291 NOTES- 1) Wnd: ASCE 7-10, Vult=175mph (3second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11; Exp C. End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-4-4, Interior(1) 34-4 to 30-5-4, Exterior(2) 30-5-4 to 33-9-8 zone, cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 766 lb uplift at joint 11 and 804 to uplift at joint 17. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard M91hThound ".k1tagharl, P,E. CPhiuIttflP Filelneers IIPQ1 8,W. 108 Aim, Miami, Florida 33176 r ;one 305-253-2428. F47. 305-235-4248 Florida Professional Engineering License NO.369,22 special Inspector License No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 B5 Monopilch 7 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Rung 8.1 su s Nov i o 20 i r Print. a. i au s Nov io 20 i r iVii en n,uuxnea, mu. rn, gun 1 , ,:" — — 'oyo , ID:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-bNYs8G4ZOweYO5Ag1 THbjdJ9JMikT?kx3kLD8?zAgsE 2-4-0 7-0-0 - 11-8-0 2-4-0 4-8-0 4-8-0 • 1x10(01 8) 44) • • • •••••• -0-0 2x4 11 Scale = 1:20.6 •••• • • • • : • • 0-2-8(0-1-8) • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 7 >999 360 PLATES C�FiIP • • • • • • • • •tar20 • / 9j1 TCLL 30.0 Plate Grip DOL 1.33 TC 0.32 Vert(LL) -0.01 • TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.07 6-7 >999 240 • • • • •• • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 6 n/a n/a • • • eight: 60 lb OFT = 0% • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH LUMBER- TOP CHORD 2x4 SP No.2 P BRACING- TOP CHORD • • • • • • Structural wood sheathing direcp app4id9d or 6-0-0 At puffins, except elly�rji It • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or (L4oc bropcing. • • • • • WEBS 2x4 SP No.2 P • • • • • SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 8=795/0-8-0 (min. 0-1-8), 6=473/0-2-8 (min. 0-1-8) Max Horz8=183(LC 5) Max UpliftB=-390(LC 5), 6=-224(LC 9) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=96/111, 2-10=-99/133, 2-3=413/485, 3-13=-617/171, 4-13=568/181, 4-14=78/0, 5-14=36/20, 5-6=-170/210 BOT CHORD 9-11=440/403, 11-15=-440/403, 8-15=440/403, 8-16=-440/131, 7-16=440/131, 7-17=-309/551, 6-17=-309/551 WEBS 3-8=693/655, 3-7=451/675, 4-7=-60/182, 4-6=-589/321, 1-9=-68/78, 11-12=102/84, 10-12=-78/143, 1-12=-117/98, 9-12=-402/426, 2-12=-586/455 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-6-4, Exiedor(2) 8-6-4 to 11-6-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 8 and 224 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard iri?itrt)01.1111d Zelfa,F.ari, P.E. COFISwlting Engineers 13901 S. W. 108 Ave, Miami, Florida 33176 Phone 305-253-2428 Fax 345-235-4248 Florida Professional Engineering License No. 3692; Special Inspector License No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 B6 MONOPITCH 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: a 130 s Nov 13 2017 Print. 8.130 s Nov 13 2017 Mi T en Indust es, Inc. F� y� ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-3Z6EMc5BnEmPdFIOaBogFrsK812zCS_5HOSmgRzAgsD 2_4_0 7-0-0 11-8-0 2_4_0 4-8-0 4-8-0 2x4 11 Scale = 1:20.6 • • • •. - - - - • 8 • 1x411 ••• : •••• x .. • U .•.... .. . .....• 200 24-Q 700 .�i -0• •, • 2-0-0 4 4-8-0 4-8-0 ..... . N • • LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GF�P • • • • • • • • •M/?9Q TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) -0.01 7 >999 360 : V20 • TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.07 6-7 >999 240 • • • • 0000 • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 6 n/a n/a • • eight: 601b *FT = 0% BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH • LUMBER- BRACING- TOP CHORD • • • • • • • Structural wood sheathing direr applieb or 6-0-0 & pudins, except ergly�lt TOP CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6q•0,pc briang. • • • • • BOT CHORD 2x4 SP No.2 P •••••• WEBS 2x4SPNo.2P SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 8=795/0-8-0 (min. 0-1-8), 6=473/0-2-8 (min. 0-1-8) Max Herz 8=183(LC 5) Max Uplift8=-390(LC 5), 6=224(LC 9) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-96/111, 2-10=-99/135, 2-3=-374/485, 3-4=617/319, 4-5=78/20, 5-6=-170/209 BOTCHORD 9-11=-440/360, 11-13=440/360, 8-13=-440/360, 8-14=440/54, 7-14=-440/54, 7-15=-499/551, 6-15=-499/551 WEBS 3-8=693/796, 3-7=546/675, 4-7=60/194, 4-6=-589/533, 1-9=-68/93, 11-12=102/84, 10-12=-78/96, 1-12=123/98, 9-12=-360/426, 2-12=-548/455 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 8 and 224 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard MOrflound ;41clfagharl, p,E. �ansultln� Engln@era 13901 5. W. M Ave, Miami, Florida 33176 Phone 305-253-2428 Fax 205-235-4248 Florida Professional Engineering License No. 365 Special inspector License No. 636 Job Truss Truss Type Qty Ply RES. MIAMI SHORES (RC) 10638 B7 MONOPITCH 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 1s z01 r Pnnc 8.130 s Nov 13 2017 Mi i ek Indust es, inc Ju� , 1. .. ID:SMfTZTdAP8i71 K7Nmwl4LGzWtQV-XlgcZy6pXYuGFPKD8,,J3o20Ys9ODxvGEW2gKClzAgsC 2-4-0 7-0-0 11-8-0 2-4-0 4-8-0 4-8-0 1 x04-8� l0(0-1-8) 7-0-0 4-8-0 2x4 11 Scale = 1:20.6 4 •••• q�q • 0-2-b(0-1-81 • •••••• Plate Offsets X Y — 1:0-3-5 Ed a 5:0-2-0 0-2-8 6:0-2-12 0-1-8 7:0-2-8 0-0-8 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud LATE$ GRIP • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.19 Vert(LL) -0.01 6 >999 360 • • • • MT20 •2t4/r90 • • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.07 5-6 >999 240 • BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FRC2017fTP12014 Matrix-MSH • • • • 4Ne1ghl: 69 lb •FT = 0% • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x6 SP No.2 P TOP CHORD Structural wood sheathing directjy applied or 6-0-0 oc purlins, except erld vertical!. BOT CHORD Rigid ceiling direct) lied or 000-0 of brEcin • • • • • • BOT CHORD 2x4 SP No.2 P 9 9 y applied 9 • • • • • • • • WEBS 2x4 SP No.2 P • • • •• WEDGE • Left: 2x4 SP No.2 REACTIONS. (lb/size) 7=795/0-8-0 (min. 0-1-8), 5=473/0-2-8 (min. 0-1-8) Max Horz 7=183(LC 5) Max Uplift7=392(LC 5), 5=-222(LC 9) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=121/226, 2-9=-390/479, 2-3=627/325, 3-4=-71/18, 4-5=-175/212 BOTCHORD 8-11=-168/108, 10-11=-168/108, 10-12=-434/363, 7-12=-434/363, 7-13=-434f72, 6-13=434/72, 6-14=-501/557, 5-14=-501/557 WEBS 2-7=-688/843, 2-6=550/647, 3-6=-41/195, 3-5=598/541, 1-8=-10/117, 9-10=-159/152, 8-9=118/171, 1-10=-199/141 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 7 and 222 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zoifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. Special inspector License No. 636 Job Truss Oty Ply RES: MIAMI SHORES (RC) 10638 Dt T-ssoT—,,e NPITCH 7 1 Job Reference (optional) 07 co OMG i o.,,.e DECO TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA nun. 8. i 30 s Nov 13 2017 Pnmt. o. wv s No is 4v i, - 1 on „ ,,,C ........ ID:SMfrZTdAP8i71 K7Nmwl4LGzWiiQV-q6bG1 LBCuhmHbTMZ2sxi.XBdw_is4zZG7e1 ByzzAgs5 2 4 0 6 7 0 10-10-0 17-4-8 23-11-0 30-5-8 300-8 2-4-0 4-3-0 4-3-0 6-6-8 6-6-8 6-6-8 0-3-0 Scale = 1:51.8 250 12 3x4 II 9 10 3x10 = 3x6 11 3x6 11 0 810(0-11 8) 0-8-0(0-1-15) • • • • 0-2-8(0-1-8) • • •••• •••••• •••••• •• • •••••• 2-0-0 24.0 6-7-0 10-6-0 10r10-0_ 17-4-8 23-11-0 •I• • • • 30-5-8 • � • Plate Offsets X Y,-'1:0-4-7 0-0.31, 14:0-1-12 0-2-0 15:0-6-4 0-2-4 • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • • •PLATES • GORIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) 0.07 12-14 >999 360 • • • • "T20 • Q14V190 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.23 12-14 >999 240 • • 0000 • • BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FRC20171TPI2014 Matrix-MSH • • • • •\/Weight: 168 Ib • FT = O% • •••••• LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directy applied or 4-0-9 ec purlins, except e•d verticals. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 48-3 dt biltcing. • • • • • WEBS 2x4 SP No.2 P WEBS 1 Row at midpt 8-11 • • • • • • • • • • SLIDER Left 2x4 SP No.2 -P 1-6-0 • • • REACTIONS. (Ib/size) 11=1076/0-2-8 (min. 0-1-8), 16=163310-8-0 (min. 0-1-15), 18=660/0-8-0 (min.0-1-8) Max Horz 18=404(LC 5) Max Upliftl 1=-466(LC 9), 16=-868(LC 5), 18=-465(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-90/127, 2-20=-94/111, 2-3=-256/522, 3-23=-362/320, 4-23=-347/327, 4-5=-429/374, 5-6=-1593/522, 6-7=1512/529, 7-8=-1170/409, 8-24=-94/0, 9-24=-50/24, 9-10=-7/0, 9-11=-281/303 BOT CHORD 19-25=-483/260, 21-25=-483/260, 21-26=-483/260, 18-26=-483/260, 18-27=483/123, 17-27=483/123, 17-28=-88/56, 16-28=-88/56, 15-16=-1592/1035, 5-15=-1332/749, 15-29=221/2. 14-29=221/2, 14-30=-782/1498, 13-30=-782/1498, 12-13=782/1498, 12-31=-569/1088, 11-31=569/1088 WEBS 3-18=-566/578, 3-17=-500/487, 4-17=89/108. 15-17=-659/353, 4-15=-630/801, 5-14=-809/1773, 7-14=303/270, 7-12=453/236, 8-12=28/398, 8-11=-1291/670, 1-19=-61/61, 21-22=91/80, 20-22=-98/109, 1-22=67/96, 19-22=248/453, 2-22=302/479 NOTES- 1)1NInd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-9, Interior(1) 3-0-9 to 27-7-15, Exterior(2) 27-7-15 to 30-8-8 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 11. 868 lb uplift at joint 16 and 465 lb uplift at joint 18. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. N Epecial Inspector License No. 636 Job Truss Truss Type Oty Ply RES: MIAMI SHORES (RC) 10638 E1 MONOPITCH 7 1 Job Reference (optional) - ID: SMfTZTdAP8i71 K7Nmw14LGzWQV-EgHOfND4Bc8rSx58k?UPC9p9GBIXHGvv1pbFs4lzAgs2 5 5 0 10.10.0 17-7-8 2L-1 0 2 12 32-1-13 39-6-15 47-0-0 49 4 0 5-5-0 5-5-0 6-9-8 6-9 8 0- 12 7-S 1 7-5 1 7-5 1 2-4-0 Scale = 1:84.2 2.50 12 44 = 46 =6x6 II 5 44 3 4 2 W2 W4 1 0 �E 21 31 32 2��0�12 4x6 = 4x6 = 4x12 II 4x10 II 26 28 19 6x8 = 34 18 35 7x10 33 pp((2a0033.� 5x12 = 3.lw? 120AS I I 5x6 = 3.00112 6 4x4 7 4x4 4x6 zz 13 89 16 36 15 14 37 13 4x4 II 5x10 MT20HS= 6x6 = 5x10 = 4x8 10 23 „I o 0 0-8-0 J-10) 38 392422 40 3x6 II 46 = • • •••• •••••• • • • 49-4-0 • 2 0 01 �5-0 +_ 1p-6 0 1 p 0 17-7-8 24-5-0 32-1-13 39-6-15 • • • : • • 47-0-0 • �Ir4-0 2-0-0 3-10 5-1-0 0-1-4-CO 6-9-8 6-9-8 7-8-13 7 5-1 •••••• 7 5 1 • 011 a • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Vert(L-) in (loc) I/deft Ud -0.28 13-15 >999 360 • • • •PLATES • VIP • • • • •NT20 • 0204190 • • • • • • • TCLL 30.0 TCDL 15.0 Plate Grip DOL Lumber DOL 1.33 1.33 TC 0.58 BC 0.74 Vert(CT) -0.52 13-15 >844 240 1g7j?43 • • • • • Nrf20HS • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.09 12 n/a n/a • • oWeight: 351 lb • FT = 0% • • BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH • • • • • • • • • • • • LUMBER- BRACING- TOP CHORD • • • � • • Structural wood sheathing directly applied or 3-2-2 ec purtms. • • TOP CHORD 2x6 SP No.2 P BOT CHORD Rigid ceiling directly applied or 3,3-8 Ac Mating. • • • • • • • BOT CHORD 2x6 SP No.2 P'Except' WEBS • • 1 Row at midpt 4-18, 1f1?7, 1013 • 02: 2x4 SP No.2 P 0000 • • • WEBS 2x4 SP No.2 P WEDGE Left: 2x6 SP M 26 REACTIONS. (lb/size) 20=2754/0-8-0 (min. 0.3-4), 12=2202/0-8-0 (min. 0-2-10), 1=471/0-8-0 (min. 0-1-8) Max Horz 1=-184(LC 8) Max UpIift20=1117(1_C 3), 12=924(LC 4), 1=-483(LC 3) Max Grav20=2754(LC 1), 12=2202(LC 1), 1=548(LC 12) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-26=3/31, 26-28=-75/302, 2-28=253/305, 2-3=-307/1112, 3-4=-298/1141, 4-5=-3376/1094, 5-6=3735/1279, 6-7=-3702/1256, 7-8=-3898/1430, 8-9=-4179/1569, 9-10=-4341/1567, 10-23=672/243, 11-23=153/98 BOTCHORD 25-30=-0/0, 27-30=-0/0, 27-31=-262/157, 29-31=262/157, 29-32=-301/231, 21-32=-301/231, 21-33=134/49, 20.33=-134/49, 19-20=-2698/1023, 4-19=-2504/945, 19-34=-930/462, 18-34=-931/461, 18-35=-925/3232, 17-35=-925/3232, 16-17=0/172, 6-17=-266/1004, 16-36=54/216, 15-36=-54/216,14-15=141414121,14-37=-1414/4121,13-37=1414/4121,13-38=-249/700,12-38=-249/700,12-39=2491700,24-39=-249/700, 24-40=-82/126, 22-40=82/126 WEBS 2-21 =-1 00/185. 19-21=-276/286, 2-19=1057/627, 4-18=126714261, 5-18=-799/367, 5-17=209/661, 7-15=-613/288, 8-15=-528/275, 8-13=336/253, 15-17=-1153/3616, 7-17=490/332, 10-12=1972/920, 10-13=-1249/3444, 11-22=32/101, 23-24=154/81, 22-23=-159/-71, 11-24=-62/176, 1-25=-31/93, 26-27=-291/226, 25-26=-0/0, 1-27=-O/O, 28-29=-89/64, 27-28=-172/180, 26-29=-122/113 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft. Cat. II; Exp C. End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a"P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1117 lb uplift at joint 20, 924 lb uplift at joint 12 and 483 lb uplift at joint 1. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound zolfaoari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License NO.36921 wpecial Inspector License No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 FG1 FLAT GIRDER 1 2 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Pnnt: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11 :27:59 2018 Page 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-7SWvVkHbErfHxYOvzgZLM?zozo4hD7KIkDD3i3zAgs_ _ 3-7-3 7-2-5 10-9-8 14-4-11 17-11-13 21-7-0 3-7-3 3-7-3 3-7-3 3-7-3 3-7-3 3-7-3 7x10 M18SHS= 7x10 = 4x4 = 2x4 11 4x4 = 6xl2 MT20HS= 7x10 = Scale = 1:38.3 7x10 M1 BSHS= 1 17 2 18 19 3 20 21 4 22 235 6 7 24 8 7x8 MT20HS II 7x16 M18SHS= 7x10 M18SHS= 3x10 = /xtu = 7x16 M18SHS= 7x8 MT20HS 11 = 0-8-0(0-3-9) 7x10 0-6-0(0.3-12) Engineer Drawing Contractor must refer to For proper nailing instructions on .... Multiple Member Girder Attaohment�••••� ••••;• 3-7 10-9-8 14-4-11 17-11-13 • 21-7-0 • • 33 77 3 3-7-3 3-7-3 3-7-3 3-7-3 3-7-3 ••• Plate Offsets (X Y)— [1 0-3-12 0.3-8j [2 0.3-8 0-4-Oj [6 0.6-0 Edgej [7:0.3-8 0.40j [8:0.3-12 0.3-81, [9:E_ d e 0-5-8], 10:0-3-8 0.4-8 11:0-3-8 0-4-8 13: 115:0 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.72 DEFL. in (loc) I/deb L!d Vert(LL) 0.51 12 >497 360 PLATES • • :: 61T 0 GRIP • - *}�90 TCLL 30.0 TCDL 15.0 Plate Grip DOL 1.33 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.92 12 >277 240 .. T20HS . : ..187043 • .... • BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.12 9 n/a n!a M18SHS 244/190 • • • •vgeight: 288 lb *FT = 0 % • BCDL 10.0 C de FRC2017/TPI2014 Matrix-MSH . • LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applidd or 2-11-81oc • • • • • • a pudins, excepthams. ams. TOP CHORD 2x6 SP M 26 P BOT CHORD Rigid ceiling directly applied or ff-4-Zac b�cing. . . BOT CHORD 2x6 SP M 26 P .. . WEBS 2x4 SP No.2 P 'Except' • • . • Wt: 2x6 SP No.2 P. W204: 2x4 SP DSS P REACTIONS. (lb/size) 16=8676/0-8-0 (min. 0.3-9), 9=9054/0-6-0 (min. 0.3-12) Max Uplift 1 6=-3257(LC 3), 9=-3398(LC 3) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-8116/3053, 1-17=-16781/6296, 2-17=16781/6296, 2-18=-27777/10421, 18-19=-27777/10421, 3-19=-27777l10421, 3-20=31155/11688, 20-21=-31155/11688, 4-21=-31155/11688, 4-22=-31155/11688,22-23=-31155/11688,5-23=31155/11688,5-6=-27870/10454,6-7=-27870/10454,7-24=-16900/6341,8-24=-16900/6341,8-9=-8390/3139 BOT CHORD 16-25=-358/953, 15-25=358/953, 15-26=-6296/16781, 14-26=-6296/16781, 14-27=6296/16781, 13-27=-6296/16781, 13-28=10421/27777, 28-29=-10421/27777, 29-30=10421/27777, 12-30=-10421/27777, 12-31=-10454/27870, 31-32=10454/27870, 32-33=-10454/27870, 11-33=-10454/27870, 11-34=6341/16900, 10.34=-6341/16900, 10-35=-375/1001, 35-36=375/1001, 9-36=375/1001 4-12=-2128n46, 5-12=-1343/3574. 5-11=-3764/1359, 7-11=4476l11936, 7-10=6706/2459, WEBS 1-15=-6531/17408, 2-15=-6691/2458, 2-13=4487/11963, 3-13=3777/1364, 3-12=1379/3675, 8-10=6560/17484 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xW) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0.2-0 oc, member 7-10 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been _ provided to distribute only loads noted as (F) or (B), unless otherwise indicated. BCDL=S.Opsf; h=21ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS C4 3) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 M 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates 00 should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the Incising N plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. m 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3257 lb uplift at joint 16 and 3398 lb uplift at pint 9. Bottom Chord, M Nr 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1088 lb down and 389 lb up at 2-0-12. 1088 lb down and 386 C� Uj �� Z lb up at 4-0-12, 1088 lb down and 386 lb up at 6-0.12, 1088 lb down and 386 lb up at 8-0-12, 1088 Ito down and 386 lb up at 10-0.12, 1088 lb down and 386 lb ?. up at 12-0-12, 1088 lb down and 386 lb up at 14-0-12, 1088 lb down and 386 lb up at 16-0-12, and 1088 lb down and 386 lb up at 18-0-12, and 1088 lb down lb6-0-12, w and 386 Ib up at 20-0-12 on top chord, and 453 lb down and 242 lb up at 2-0-12, 4531b down and 2441b up at 4-0-12, 453 lb down and 244 up at y up t 453 Ib down and 244 Ib up at 8-0.12, 453 lb down and 2441b up at 10.0-12, 453 lb down and 2441b up at 12-0-12, 4531b down and 244 lb up at 14 0.12, 453 The design/selection0 � y y N Ib down and 244 Ib up at 16-0-12, and 453 Ib down and 244 Ib up at 18-0.12, and 453 Ib down and 244 Ib up al 20 0-12 on bottom chord. Z ` of such connection device(s) is the responsibility of others. : a '. O co cn ~ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 L �- C4 r"' o") v f Uniform Loads (plf) t.CD0. j 0 Vert: 1-8=-90, 9-16=-20 } E C Concentrated Loads (lb) Vert: 6=-1088(B) 7=-1088(B) 10=-453(B) 17=1088 18=-1088(B)19=-1088(B)20=-1088(B)21=-1088(8)22=-1088(8)23=1088(B)24=-1088(B)25=-453 {, T N O O u 26=-453(B) 27=-453(B) 28=-453(B) 30=-453(B) 31=-453(B) 33=-453(B) 34=-453(B) 36=453(B) O Job Truss Oty Ply MIAMI SHORES (RC) H1 F.-ssType PITCH1 1RES: Job Reference o tional UCV V I RUJJ VVIVIrnIV I IIVU., III I..clull, r �.s.sv.c, ,v,nl"v ��r-„v �„�� - - 15:SMfTZTdAP8i71P8i71 K7Nmw14LGzWiQV-be4Hi4HD?9n8Yiz5WY4avDW4VCS2ya1 RztzcDVzAgre 23-10-0 5 5 10 10 11-4 16-4-14 21-10-8 zz-Hi $ 5-5-10 5-5-10 5-5-10 5-5-10 1-100 11-8' Scale = 1:46.0 3x4 \1 3.00 12 3x4 3x6 II 7 8 4 3x6 I I 3x6 — sxiu M rzuna— 3x4 — 3x4 — • • 4xb-II' 0-3-0(0-1-8) • • • 0-2-840-1-10) • 5-5-10 10-11-4 • , • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d • • • • PLATES •j' • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert(LL) 0.08 11-13 >999 360 • 20 • 244/1490 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.17 11-13 >999 240 • • • 4MT20HS • •IST143 • • • •• BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.04 9 n/a n/a • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH • • %ight: 155 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P REACTIONS. (lb/size) 9=1386/0-2-8 (min. 0-1-10), 14=1178/0-3-0 (min. 0-1-8) Max Horz 14=357(LC 5) Max Uplift9=-626(LC 5), 14=-396(LC 5) BRACING- • • • • • • TOP CHORD Structural wood sheathing direct/ apgliedor 5-0-3 oc pudins, except er:J..r**P. BOT CHORD Rigid ceiling directly applied or 4-6.W oc hracing. • • • • • WEBS 1 Row at midpt 5-9 • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1964/1184, 2-3=-1738/1012, 3-4=992/485, 4-5=-915/491, 5-6=l31/54, 6-7=46/32, 7-8=3/0, 6-9=-427/609, 1-14=-1122/755 BOT CHORD 14-15=650/269, 13-15=-650/269, 12-13=-1670/1851, 12-16=-1670/1851, 11-16=1670/1851, 11-17=-1363/1629, 10-17=-1363/1629, 10-18=-719/905, 9-18=-719/905 WEBS 2-13=-329/320, 2-11=-289/342, 3-11=-100/322, 3-10=-899/799, 5-10=412/648, 5-9=-1283/1025, 1-13=1051/1789 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Al plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 9 and 396 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound s`_^iie,p!13ri; P .E. Consulting rflgineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 H2 Truss Type MONOPITCH 2 1 1 MIAMI 10638 DECO TRUSS COS FL 33032. tun: 8.130 s Nov 13 2017 Print 8.1 ID:SMfrZTdAP8i71 K7Nmw14L 23-10-0 5-5-10 10-1Li 16-4-14 21-1a8 z2-10-8 5-5-10 5-5-10 5-5-10 5-5-10 1-a0 -11-8 3x4 11 3.00 12 3x4 2x4 II 7 8 Scale = 1:46.0 4x4 ::r- 1 v 15 13 14 3x6 II 4x4 — 12 16 11 17 10 3x10 MT20HS= 3x4 — 3x4 — 18 • • • • • 4x6•I I• + • • • • • • • • • • • % 1VJ • az- di • • 0-3-0(0-1-8) •••••• of • Y••••• 5-5-10 10-11-4 16-4-14 a1.10�• • • • • • • • 5-5-10 5-5-10 5-5-10 5_� s Q • • • •. • i Plate Offsets (X Y)— [1 a1-12 a1-12) [8 0-1-10 a1-81 • • • • • LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLLApTES • • ` • 4} • •2 /W0 • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.56 Vert(LL) 0.08 11-13 >999 360 20 • TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) -0.17 11-13 >999 240 • • • vMWWT��20HS • •I•-#143 go**:* • BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 9 n/a n/a • • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH : • • : q*ight: 1371b FT = 0 % • LUMBER- 2x4 No.2 P BRACING- • • • • • • TOP CHORD Structural wood sheathing dire app4i9dpr 3-9-1 r3c pudins, except egdyor"I:. TOP CHORD SP BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or4-7.1•oc brpcing. • • • • • WEBS 2x4 SP No.2 P *Except* WEBS 1 Row at midpt 5-9 • • • • • 010 W10: 2x6 SP No.2 P REACTIONS. (lb/size) 9=1386/a2-8 (min. 0-1-10), 14=1178/0-3-0 (min. 0-1-8) Max Horz 14=361 (LC 5) Max Uplift9=-628(LC 5), 14=-393(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1921/1147, 2-3=1708/981, 3-4=-979/463, 4-5=-871/470, 5-6=148/54, 6-7=-46/19, 7-8=11/0. 6-9=-426/608, 1-14=1121/748 BOT CHORD 14-15=678/263, 13-15=678/263, 12-13=-1649/1813, 12-16=1649/1813, 11-16=l649/1813, 11-17=1345/1599, 1a17=-1345/1599, 1a18=711/892, 9-18=-711/892 WEBS 2-13=349/324, 2-11=-286/341, 3-11=-103/321, 3-10=-884/792, 5-10=416/647, 5-9=-1274/1028, 1-13=1005/1763 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=21ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 628 lb uplift at joint 9 and 393 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Miami, Fhrij- '.; i , 6 Phone 305-253-2423 Fax 33;,,6f-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 H3 MONOPITCH 7 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: n.l3U s Nov is zui r rnm: o -iou s Nov i a 20 i7 Mi i ek inausi,i—, uw. ni gun ID:SMfrZTdAP8i71 K7Nmwl4LGZWIQV-X1 C27mJTXm1 soO7Uez62_ebMpO7ZQUNkQBSilOzAgrx 23-10-0 5-5-10 , 10-11-4 , 1s 4-14 21-10-8 z2-1a$ n 5 5 10 5 5 10 5-5-10 5-5-10 1-0 0 0 11-8 Scale = 1:46.0 3x4 \\ 3.00 rl2 3x4 2x4 II D-3-0(0-1-8) .. • 0 2 �((Z r �1 • 5-5-10 5-5-10 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P 'Except' W10: 2x6 SP No.2 P -4 CSI. DEFL. in (loc) I/deft Ud TC 0.56 Vert(LL) 0.08 11-13 >999 360 BC 0.78 Vert(CT) -0.17 11-13 >999 240 WB 0.70 Horz(CT) 0.04 9 n/a n/a Matrix-MSH REACTIONS. (lb/size) 9=1386/0-2-8 (min. 0-1-10), 14=1178/0-3-0 (min. 0-1-8) Max Horz 14=361(LC 5) Max Uplift9=-628(LC 5), 14=-393(LC 5) PLATES G jp • • •• •aMT20HS ••167*143 ••••:• ••••i ht:137lb •FT=O% • �• BRACING- • • • • • • TOP CHORD Structural wood sheathing direcP ap4iQii�r 3-9-1 A purlins, except er yQrijt�I� BOT CHORD Rigid ceiling directly applied or 6.1Q oc tgacing. • • • • • WEBS 1 Row at midpt 5-9 999409 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=1921/737, 2-15=1856/744, 2-3=1708/601, 3-4=979/266, 4-5=-871/273, 5-16=-141/2, 6-16=129/54, 6-7=46/19, 7-8=-11/0, 6-9=426/564, 1-14=-1121/544 BOT CHORD 14-17=-542/263, 13-17=-542/263, 12-13=-1131/1813, 12-18=-1131/1813, 11-18=-1131/1813, 11-19=-883/1599, 10-19=883/1599, 10-20=-451/892, 9-20=-451/892 WEBS 2-13=-349/220, 2-11=-286/277, 3-11=73/321, 3-10=884/541, 5-10=-266/647, 5-9=1274/661, 1-13=-609/1763 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte6or(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 20-10-0, Exterior(2) 20-10-0 to 23-10-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 628 lb uplift at joint 9 and 393 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard MahmoundZolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special t-specwr Licen c , .. 36 10638 I1-1 (Common i FRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MITek Industnes, Inc. rn Jun 1 11:ze:1 r Zu1ti Page 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-bvcjHuUt?Nwk5JmMOcuZ5ojyX3KIREWxtlaOKOzAgr 2-4-0 7-2-8 12-1-0 16-11-8 21-10-0 24-2-0 1 2-4-0 4-10-8 4-10-8 4-10-8 4-10-8 2-4-0 Scale = 1:40.1 4x4 = 3x6 4x6 II I I 3x8 = • 4z6 1l • _.._ • • ••• •••••• • 0-8-0(0-1-8) •••• 0 • Ill, l�S�8) •• •••••• •• • •••••• 2-0-0 2r410 12-1-0 1 21-10_0 000000 ?� .2f0 24-2� • • • —,rrri 0 T 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • •: • Pj11TES • 2 'WO • • ••••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) -0.03 11 >999 360 20 • TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(CT) -0.39 10-11 >599 240 • • • oMT20HS • M SAi 43 • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.03 10 n/a n/a • • • • BCDL 10.0 Code FRC2017/1-PI2014 Matrix-MSH %ight: 125lb FT = 0% • LUMBER- TOP CHORD 2x4 SP No.2 P BRACING- TOP CHORD • • • • • • Structural wood sheathing direr app4A pr 5-2-1390c puriins. **see* BOT CHORD 2x4 SP DSS P BOT CHORD Rigid ceiling directly applied or 04Qoc bracing. • • • • • WEBS 2x4 SP No.2 P • • • • • • SLIDER Left 2x4 SP No.2 -P 1-6-0. Right 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 10=1329/0-8-0 (min. 0-1-8), 13=1329/0-8-0 (min. 0-1-8) Max Horz 13=117(LC 9) Max Uplift 1 0=-453(LC 10), 13=-453(LC 9) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=31/238, 2-15=-29/241, 2-3=314/329, 3-22=216/275, 4-22=-193/324, 4-23=-1118/679, 5-23=1025/690, 5-24=1025/690. 6-24=-1118/679, 6-25=-193/324, 7-25=-216/275, 78=-314/329, 8-19=29/241, 9-19=31/238 BOT CHORD 14-16=-274/298, 16-26=-274/298, 13-26=-274/298, 13-27=460/1078, 12-27=-460/1078, 11-12=-460/1078, 11-28=-460/1078, 10-28=-460/1078, 10-29=-274/298, 20-29=-274/298, 18-20=-274/298 WEBS 5-1 1=1 17/381, 6-11=-234/258, 6-10=1339/930, 7-10=358/443. 4-11=-234/258, 4-13=-1339/930, 3-13=-358/443, 1-14=-25/168, 16-17=266/22, 15-17=52/96, 1-17=-197/28, 14-17=-313/290, 2-17=-490/225, 9-18=-25/168, 20-21=266/22, 19-21=52/96, 9-21=-197/28, 18-21=313/290, 8-21=-490/225 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) NAnd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=21ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-1-0. Exterior(2) 9-1-0 to 12-1-0, Interior(1) 15-1-0 to 21-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 10 and 453 Ito uplift at joint 13. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Irrifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 10638 Truss L2 I Hip 'RUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 Mi rek Industries, Inc rn .tun 1 11:Z9:I V ID:SMfrZTdAP8i71K7Nmwl4LGzW1QV-XlkTiaW8X ARKdwl8lwlADol?s1GvAGEKI 2-4-0 6-8-0 11-0-0 , 13-2-0 17-6-0 21-10-0 24-2-0 2-4-0 4-4-0 4-4-0 2-2-0 4-4-0 4-4-0 2-4-0 Scale = 1:40.7 4x8 = 4x4 = 3x6 II 4x6 I I " � - 3x4 = 3x8 = i .0. 106•I1 • "'a: • 0-8-0(0-1-8) •••••• •aV) ••••:• • o-n-n 9-A-n 11-n-n 13-2-0 21-10-0 - • • • • - : • -22%- 0 24-2 t , • LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 TCDL 15.0 Lumber DOL 1.33 BC 0.42 BCLL 0.0 Rep Stress Incr YES WB 0.66 BCDL 10.0 Code FRC2017rrP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP DSS P WEBS 2x4 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0, Right 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 15=1329/0-8-0 (min. 0-1-8), 11=1329/0-8-0 (min. 0-1-8) Max Horz 15=107(1_C 10) Max Upliftl5=-445(LC 5), 11=-445(LC 6) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 13 >999 360 Vert(CT) -0.27 13-15 >860 240 Horz(CT) 0.02 11 n/a n/a ••• ••••PLATES 9••ORIP •••••• • • • • MT20 •244/190 • • _ Weight: 136" • fT = 0 % BRACING- • • • • • • TOP CHORD Structural wood sheathing directly applied or 5-1 % oc PUdiRs. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-30/198, 2-17=31/198, 2-3=-324/339, 3-24=-163/287, 4-24=-148/332, 4-5=1159/801. 5-6=995/818, 6-7=1160/801, 7-25=148/332, 8-25=-163/288, 8-9=-324/339, 9-21=-32/197, 10-21=-30/198 BOT CHORD 16-18=284/308, 18-26=-284/308, 15-26=-284/308, 15-27=-530/1047, 14-27=-530/1047, 13-14=530/1047, 13-28=399/994, 12-28=399/994, 12-29=530/1047, 11-29=-530/1047, 11-30=285/308, 22-30=285/308,20-22=-285/308 WEBS 3-15=323/408, 4-15=1352/1048, 4-13=121/205, 5-13=61/315, 5-12=-167/171, 6-12=57/180, 7-12=120/206, 7-11=-1353/1048, 8-11=324/407, 1-16=-23/140, 18-19=-230/15, 17-19=-62/115, 1-19=-162/28, 16-19=325/301, 2-19=-487/238, 10-20=-23/140, 22-23=229/16, 21-23=62/115, 10-23=161/29, 20-23=325/301, 9-23=-487/239 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=21ft; Cat. Il; Exp C; End., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-15, Extedor(2) 6-6-15 to 17-7-1, Interior(1) 17-7-1 to 21-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-13 treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 15 and 445 lb uplift at joint 11. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard MahtnoundZoliaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Notessicnai Engineering license Na 36921 cQ.1a1 ;nsrlect,,r 1J,7e;ns(N). 636 10638 1L3 Hip i FRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8,130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11:28:21 ID:SMffZTdAP8i71 K7Nmwl4LGzWiQV-UhrD7GY03cQ9ax48FSyVFeuZ7gddN6HXo 21 -0 9-0-0 15-2-0 21-10-0 24-2-0 2-4-0 6-8-0 6-2-0 6-8-0 2-4-0 4x8 = 4x6 = Scale = 1:40.7 0 m v 8 IC? 20 0 113 1z 3x6 11 5x6 = 3x8 = • 8 d 91• 3x6 II 3x6 11 • • • •••• •••••• 0-8-0(0-1-9) • • • • 0 G(� l 9) . • 2-0-0 2r4i0 9-0-0 15-2-0 21-100• • • •_ za 24-2-0� • 2-0-0 0-4-0 6-8-0 6-2-0 • 6-8-Q ••• • f1.P 2-0-0.... Plate Offsets X Y -- 1:0-2-8 0-0-4 4:0-5-4 0-2-0 5:034 0-2-0 8:0-4-3 0-0-4 10:0-2-0 0-1-8 11:0-3-0 0-3-0 wwwww • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d • • • • QLATES • • • alp • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) 0.05 10-11 >999 360 MT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.19 9-10 >999 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 9 n/a n/a • • • • • • • • • • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH Weight: ti1�6• • Fi = 0 LUMBER- BRACING - • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 3-5-16 oc pyrliino. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-G-0 oc bracing, E*Opt: • WEBS 2x4 SP No.2 P 8-1-7 oc bracing: 10-11. SLIDER Left 2x4 SP No.2 -P 1-6-0. Right 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 12=1329/0-8-0 (min. 0-1-9), 9=1329/0-8-0 (min. 0-1-9) Max Horz 12=88(LC 9) Max Upliftl2=-479(LC 5), 9=-479(LC 6) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-14=-106/214, 2-14=-87/173, 2-3=177/350, 3-21=-1323/808, 21-22=-1238/815, 4-22=-1199/832, 4-5=-1108/879, 5-23=-1205/837, 23-24=-1306/821, 6-24=1329/811, 6-7=-177/347, 7-18=-85/173, 8-18=-104/215 BOT CHORD 13-15=-277/130, 15-25=-277/130, 12-25=-277/130, 12-26=-277/130, 11-26=277/130, 11-27=-524/1106, 10-27=-524/1106, 10-28=-275/130, 9-28=-275/130, 9-29=275/130, 19-29=-275/130, 17-19=-275/130 WEBS 3-12=-1242/1122, 3-11=-669/1066, 4-11=-96/206, 4-10=-124/130, 5-10=-145/205, 6-10=-673/1068, 6-9=-1239/1123, 1-13=-92/195, 15-16=-309/169, 14-16=109/123, 1-16=156/83, 13-16=133/292, 2-16=374/309, 8-17=90/196, 19-20=-311/167, 18-20=-110/123, 8-20=156/81, 17-20=136/289, 7-20=-375/304 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=21ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 4-9-1, Exterior(2) 4-9-1 to 19-4-15, Interior(1) 19-4-15 to 21-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 12 and 479 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zvdfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa;: 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Truss 10638 ILG4 Hip Girder :CO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 MiTek Industries, Inc. Fn Jun 1 11:26:24: ID:SMrrZTdAP8i71 K7Nmwl4LGzWiiQV-uGXMIHaGMXokROoiwaWCtHW9UtdVaSczU [ 2-4-0 7-0-0 12-1-0 17-2-0 21-1%0 24-2-0 2-4-0 4-8-0 5-1-0 5-1-0 4-8-0 2-4-0 5x8 = 2x4 II 5x8 = 5.00 F12 3 20 21 4 22 23 5 I Scale = 1:40.6 0 c9 0 o> 0 3x6 11 5x8 11 4xo - 6x8 = 5x8 11 3x6 11 Jam' 3x4 = 3x8 11 3x8 11 0-8-0(0-2-8) • • •••• •••••• •••••• •• • •••••• • , 2-0-0 2r410 7-0-0 , 12-1-0 , 17-2-0 , • •21.1Q-0 • • 2$-1�-0 24-2-10 , • 2-0-0 0-4-0 4-8-0 5-1-0 5-1-0 • *40%(T • -0"0- 2-0-0. Plate Offsets (X,Y)- [1:0-3-3,0-4-131, [1:0-0-0,0-1-61, [2:0-2-4,0-1-8], [3:0-2-4,0-3-41, [5:0-2-4,0-3-4], [6:0-2-4,0-1-8], [7:0-0-0,0-1-61, (7:0-3-3,0-4-13], [8:0-4-4,0-1-8L �9:0 4 12,0 1-12], [10:0 4 0,0 3 12} (12:04 12 •••• 0-1-121 f130-4�•••• •••••0-1-81 - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) 0.10 10 >999 360 • • •:1T20 244/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(CT) -0.19 10-12 >999 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 8 n/a n/a • • • • • • BCDL 10.0 Code FRC2017rrP12014 Matrix-MSH • • r eight: 190 lb FT = 0 % • • LUMBER- BRACING- •• • •• • • • • • • TOP CHORD 2x4 SP No.2 P 'Except* TOP CHORD Structural wood sheathing directly applied or 3-4-144bspuAins. T2: 2x6 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (lb/size) 13=1769/0-8-0 (min. 0-2-8), 8=1769/0-8-0 (min. 0-2-8) Max Horz 13=-68(LC 12) Max Uplift13=-1030(LC 3), 8=-1030(LC 4) Max Grav 13=2118(LC 26), 8=2118(LC 34) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-27/134, 2-15=-143/294, 2-3=2824/1262, 3-20=-3496/1659, 20-21=3496/1660, 4-21=-3498/1660, 4-22=-3498/1660, 22-23=-3496/1660, 5-23=3496/1659, 5-6=2824/1262, 6-18=143/294, 7-18=27/134 BOT CHORD 14-24=-110/26, 16-24=110/26, 16-25=246/130, 13-25=-246/130, 13-26=246/130, 12-26=-246/130, 11-12=1059/2597, 11-27=1059/2597, 27-28=-1059/2597, 28-29=-1059/2597, 10-29=-1059/2597, 10-30=1056/2597, 30-31=1056/2597, 31-32=-1056/2597, 9-32=-1056/2597, 9-33=-246/130, 8-33=-246/130, 8-34=-246/130, 19-34=-246/130, 19-35=110/26, 17-35=110/26 WEBS 2-13=-1893/969, 2-12=-1129/2607, 3-12=227/440, 3-10=-583/1160, 4-10=-797/613, 5-10=-583/1160, 5-9=-227/440, 6-9=-1129/2607, 6-8=1893/968, 1-14=-23/99, 15-16=-47/21, 14-15=-45/137, 1-16=114/36, 7-17=-23/99, 18-19=-47/21, 17-18=-45/137, 7-19=-114/36 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=21ft; Cat. II; Exp C; End., GCpi=0.18. MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1030 lb uplift at joint 13 and 10301b uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 150 lb up at 7-0-0, 76 lb down and 150 lb up at 9-0-12, 76 lb down and 150 lb up at 11-0-12, 76 lb down and 150 lb up at 13-1-4, and 76 lb down and 150 lb up at 15-1-4, and 104 lb down and 150 lb up at 17-2-0 on top chord, and 746 lbdown and 220 lb up at 7-0-0, 216 Ib down and 26 Ib up at 9-0-12, 216 Ib down and 26 Ib up at 11-0-12, 216 Ib down and 26 Ib up at 13-1-4, and 216 Ib down and 26 Ib up at 15-1-4, and 746 Ib down and 220 Ib up at 17-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard Mahmound Zclfaghari, P.E. 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Consulting Engineers Vert: 1-3=-90, 3-5=-90, 5-7=-90, 14-17=-20 13901 S.W. 108 Aeve. Concentrated Loads (lb) Vert: 3=-76 5=-76 12=-183 9=-183 20=-76 21=76 22=-76 23=-76 27=-15 29=-15 30=-15 32=-15 Miami, Florida 33176 Phone 305-253-2428 Fast 305-235-4248 Florida Professional Engineering License No, 3692: Special Inspector License No. 636 Job T 10636 LGSS IHp Girder IQty Ply 1 RES: MIAMI Truss EGO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Hun: U.l JU S NOV 1J ZU1 r Print: d.1 JU S NOV 13 2U1 r MI I eK InouSines, Inc. Yn Jun 1 11:LO:zi . ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-IgDVNJc9eSAJIsXHcj3vVv7gv5eQngrQAa 2-4-0 7-0-0 12-1-0 17-2-0 , 19-1-4 r 21-10-0 24-2-0 2-4-0 4-8-0 5-1-0 5-1-0 1-11-4 2-8-12 r 2-4-0 R 5.00 F12 5x8 = 2x4 11 5x8 = 3 22 23 4 24 25 5 Scale = 1:40.6 3x4 — 3x6 11 6x6 = 4x6 = 3x8 = 3x4 = 4x6 = 3x6 II 3x4 3x8 11 0 I9 0 3x8 11 0.8-0(0-2-6) • • •••• •••••• •••••• •• • •••••• • , 2-0-0 2r410 7-0-0 , 12-1-0 , 17-2-0 , •••.•• 19-1-4 • P • • 22_2_0• • T 24-2-00 , • 2-0-0 0-4-0 4-8-0 5-1-0 5-1-0 1-11.47 a •• e• 3-0-12: •. 1• 2-0 0 .. Plate Offsets (X Y)— [1:0.3-3 0.4-13) [1:0.0.0 0-1-6j [2:0-2-80.1-8j [3:0.2-0,0.3-01, [5:0.2-0 0-2-12 6:0.0.12 0 1-12 8:0-0 0 0-1-6 8:0-3-3 0-4-13 9:0.4-4 0-1-8 14:0.2-8 0 4 8 15:0-4-4,0-1-81 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d • • • . ISLATES • • • Gina • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) 0.09 12-14 >999 360 MT20 2441190 • TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(CT) -0.17 12-14 >999 240 • • • • • • • • • BCLL 0.0 Re Stress Incr NO WB 0.56 HorzC 0.03 9 n/a n/a • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH Weight: t&d,. • Fi = 0 LUMBER - TOP CHORD 2x4 SP No.2 P 'Except' T2: 2x6 SP No.2 P BOT CHORD 2x6 SP No.2 P WEBS 2x4 SP No.2 P 'Except' W6: 2x6 SP No.2 P WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (lb/size) 15=1712/0-8-0 (min. 0-2-6), 9=1721/0-8-0 (min. 0.2-5) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-3oc;,Win* • • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • • • Max Horz 15=-68(LC 8) Max Uplift 15=-991(LC 3), 9=-989(LC 4) Max Grav 15=2018(LC 27), 9=1975(LC 36) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-17=-26/136, 2-17=-134/303, 2-3=-2671/1202, 3-22=-3194/1546, 22-23=-3195/1547, 4-23=-3197/1548, 4-24=-3197/1548, 24-25=-3195/1547, 5-25=-3194/1546, 5-6=-2404/1143, 6-7=-1968/915, 7-20=106/309, 8-20=-38/150 BOT CHORD 16-26=112/26, 18-26=-112/26, 18-27=-254/122, 15-27=254/122, 15-28=254/122, 14-28=-254/122, 13-14=1004/2458, 13-29=1004/2458, 29-30=1004/2458,30-31=-1004/2458,12-31=-1004/2458,12-32=-933/2230,32-33=-933/2230,33-34=-933/2230,11-34=-933/2230, 11-35=-764/1796, 10-35=-764/1796, 10-36=270/116, 9-36=270/116, 9-37=-270/116, 21-37=-270/116, 21-38=115/28, 19-38=-115/28 WEBS 2-15=-1801/933, 2-14=-1074/2469, 3-14=-208/485, 3-12=-514/966, 4-12=784/603, 5-12=-591/1237, 5-11=-220/251, 6-11=-305/741, 6-10=-794/385, 7-10=882/1955, 7-9=-1679/848, 1-16=-23/100, 17-18=-44/23, 16-17=-42/140, 1-18=-117/34, 8-19=-13/109, 20.21=93/64, 19-20=42/147, 8-21=-126/45 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=21ft, Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope); cantilever left and right exposed. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 991 lb uplift at joint 15 and 989lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 1451b up at 7-0-0. 71 lb down and 145 lb up at 9-0-12. 71 Ito down and 145 lb up at 11-0-12, 71 lb down and 145 lb up at 13-1-4, and 71 lb down and 145 lb up at 15-1-4, and 98 lb down and 145 lb up at 17-2-0 on top chord, and 743 lb down and 218 lb up at 7-0-0, 213 lb down and 24 lb up at 9-0-12, 213 lb down and 24 lb up at 11-D-12, 213 lb down and 24 lb up at 13-1-4, 213 Ito down and 24 lb up at 15-1-4, and 213 lb down and 24 lb up at 17-1-4, and 312 lb down and 1331b up at 19-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 (plo Vert: 1-3=-90, 3-5=90, 5-8=-90, 16-19=-20 Concentrated Loads (lb) Vert: 3=-69 5=69 14=-178 11=-10 10=-131(F) 22=-69 23=-69 24=-69 25=-69 29=-10 31=-10 32=-10 34=-10 Mahmound c.olfaghari, P.E. Consulting Engineers 13901 S.W. 108 Av,o. Miami, Florida 33176 Phonc 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692; Special Inspector License No. 636 Job Truss Type 10638 M1 Truss MONOP TCH IOty Ply KES: MIAMI SHVKtS (KG) SS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fn Jun 1 11:28:2b 2ul ID:SMfrZTdAP8i71 K7Nmw14LGzWiiQV-ml mtbfdnPIJAvO6U9Qa817gpFUOyWE3ZPE15 21-2-8 i 1-4-0 i 6-1-6 i 10-10-12 15-8-2 i 20-5-8 21-2-Qi 23-2-0 i 11-4-0 4-9-6 4-9-6 4-9-5 4-9-6 0-8-8 1-11-8 0-0-8 3.00 12 o c n 4x4 i Scale = 1:39.E 3x4 iv io cu 1x4 II 3x10MT20HS= 3x4 = 3x4 = • !•• • .0. 3x4•— •••••• 4x6 — • 3x8 II • • • • 0-8-0(0-1-8) *go:** 0-8-0(0-0-9) • • • • • • • 1-0-01 4 6-1-6 10-10.12 15-8-2 Q�lt • • • • • • 1-0-0 4-9-6 4-9-6 4-9-6 • • 4�9•Cti• . .. Plate Offsets (X Y)— fl:0-2-5 1-3-12j f1:0-2-5 0-8-0j (1:0-0-0 0-1-11) (6:0-4-7,0-0-81,j8:0-1-10 0-1-8 9:0-1-12 0-1-8 • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • • SLATES • • • a1Q • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.49 Vert(LL) 0.11 11-13 >999 360 MT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.18 11-13 >999 240 • • •:AT20HS 187/143 • BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.02 6 n/a n/a • • • • • • • • • • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH Weight: 1Z%11► • •F•T = 0 % LUMBER - TOP CHORD 2x6 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 6=1335/0-8-0 (min. 0-1-9), 1=1156/0-6-0 (min. 0-1-8) Max Horz 1=346(LC 5) Max Uplift6=597(LC 5), 1=400(LC 5) BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly applied or 4-5-1,6 oc puAi�s, exceptencivert Gals. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. • • • FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-15=-2/42, 15-17=-674/455, 2-17=2062/1222, 2-3=-1750/973, 3-4=-917/369, 4-5=-858/374, 5-6=182/65, 6-7=62/30, 7-8=-31/0, 6-9=546/811 BOT CHORD 14-19=0/0, 16-19=-0/0, 16-20=-892/688, 18-20=-892/688, 18-21=-1648/1912, 13-21=-1648/1912, 12-13=1648/1912, 11-12=1648/1912, 11-22=-1325/1677, 10-22=-1325/1677, 10-23=601/832, 9-23=-601/832 WEBS 2-13=0/236, 2-11=302/347, 3-11=-94/320, 3-1 0=-1 006/862, 5-10=415/643, 5-9=-1133/832, 1-14=131145, 15-16=480/389, 14-15=-0/O, 1-16=-0/O, 17-18=-465/404, 16-17=921/455, 15-18=-619/916 NOTES- 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 6 and 400 lb uplift at joint 1. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 30;_235-4248 Florida Professional Engineering License No. 36921 Epeclal inspector License No, 636 10638 M2 Truss MONOPITCH 130 s Nov 13 201 t Pnnt :SMfrZTdAP8i71 K7N Inc. 21-2-8 1 1-4-0 1 6-1-6 1 10-10-12 15-8-2 20-5-8 21-2-01 23-2-0 I 1-4-0 4-9-6 4-9-5 r 4-9-6 4-9-6 0-8-8 1-11-8 0-0-8 4x6 = 3x8 II 0-8-0(0-1-8) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x6 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2017/TPI2014 Jx u"11-1J- CSI. TC 0.49 BC 0.76 WB 0.75 Matrix-MSH REACTIONS. (lb/size) 6=1335/0-8-0 (min. 0-1-9), 1=1156/0-8-0 (min. 0-1-8) Max Horz 1=346(LC 5) Max Uplift6=-597(LC 5), 1=-400(LC 5) 3x4 = 3x4 = 15-8-2 4-9-6 0-1-81 f9:0-1-120-1-81 DEFL. in (loc) I/deft Ud Vert(LL) 0.11 11-13 >999 360 Vert(CT)-0.1811-13 >999 240 Horz(CT) -0.02 6 n/a n/a Scale = 1:39.8 3.00 12 3x4 11 4x4 8 • • 3x4-='- •• • •••• • •• ••• 0-8-0(6-6-9) • •••••• • •••• MLTA20d4 TES••• FP 19 0•••••• • • • WT20HS 4487/143 • • Ueight: 1:7.16 •:FJ = 0% see*** BRACING- • • • 000000 TOP CHORD Structural wood sheathing directy applied or 4-5-`5 of Wfligs, except end venkals. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-2/42, 15-17=-674/455, 2-17=-2062/1222, 2-3=-1750/973, 3-4=-917/369, 4-5=858/374, 5-6=182/65, 6-7=62/30, 7-8=-31/0, 6-9=-546/811 BOTCHORD 14-19=-0/O, 16-19=-0/0, 16-20=-892/688, 18-20=-892/688, 18-21=-1648/1912, 13-21=-1648/1912, 12-13=-1648/1912, 11-12=-1648/1912, 11-22=-1325/1677, 10-22=1325/1677, 10-23=601/832, 9-23=-601/832 WEBS 2-13=0/236, 2-11=302/347, 3-11=-94/320, 3-10=1006/862, 5-10=-415/643, 5-9=-1133/832, 1-14=-13/145, 15-16=-480/389, 14-15=-0/O, 1-16=-0/O, 17-18=-465/404, 16 17=921/455, 15-18=-619/916 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph: HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Enc1., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone, cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 Ito uplift at joint 6 and 400 lb uplift at joint 1. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Ma►jm9wlq Cpwiting 1 1)gipeera I39gi S.W. 108 Ave, ,Miami, Florida 33176 Phone 305-253-2428 Fax 30 _235.4248 Florida professional Engineering License No. 36921 £pgaial Inspector License No. 636 10638 I M3 MONOPITCH SS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 6.13U s Nov 13 201 / MI lek Inoustnes, Inc. vn Jun 1 I I:['d:al ZuIS rage 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWOV-84hTvcWaDBVpAEBWxFOGVWClgwx17F7JB5xTH9zAggC 21-2-8 r 4 -0 6-1-6 i 10-10-12 15-8-2 i 20-5-8 R1-2-Qi 23-2-0 i 1-4-0 4-9-6 4-9-6 4-9-6 4-9-6 0-8-8 1-11-8 • 0-0-8 Scale = 1:39.8 3.00 12 3x4 ava I I 4x4 v un 1x4 11 ° `vno— 3x4 = 3x4 = • - • 3x4 3 - 4x6= •• • •••• • 3x8 II • • • • 0-8-0(0-1-8) • • • • • • • 0-8-0(0,*g) • • • • • • • r 1-0-01r410 6-1-6 10.10.12 i 15-82 1I 0�4b 496 + 496 4-9% • 4��•• • • • •• ••••• oeVe: •••• ••••• •• •• •••• •••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • VILATES • • CR�tP000060 Vert(LL) 11-13 >999 360 T20 TCLL 30.0 TCDL 15.0 Plate Grip DOL Lumber DOL 1.33 1.33 TC 0.49 BC 0.76 -0.10 • a 490 Vert(CT) -0.18 11-13 >999 240 MT20HS • • 1 W1143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH Weight: 137lb FT=0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.2 P WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 6=1335/0-8-0 (min. 0-1-9), 1=1156/0-8-0 (min. 0-1-8) Max Horz 1=346(LC 5) Max Uplift6=-597(LC 5), 1=400(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-15=2/42, 15-17=674/288, 17-19=-2062/739, 2-19=2037/747, 2-3=-1750/560, 3-4=-917/243, 4-5=-858/249, 5-6=169/65, 6-7=62/30, 7-8=31/0, 6-9=-324/811 BOT CHORD 14-20=-0/0, 16-20=-0/O, 16-21=-632/688, 18-21=-632/688, 18-22=-1079/1912, 13-22=-1079/1912, 12-13=-1079/1912, 11-12=-1079/1912, 11-23=-833/1677, 10.23=833/1677, 10-24=3681832, 9-24=-368/832 WEBS 2-13=0/236, 2-11=302/265, 3-11=57/320, 3-10=-1006/585, 5-10=267/643, 5-9=-1133/504, 1-14=-13/145, 15-16=-480/309, 14-15=0/0, 1-16=-0/0, 17-18=-465/274, 16-17=-921/273, 15-18=381/916 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. Il; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20.2-0, Exterior(2) 20-2-0 to 23-2-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 to uplift at joint 6 and 400 lb uplift at joint 1. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Mahmnund Zdfagharl, P.E. Consulting Engjnti crs 13901 S.W. 108 Aw,-. Miami, Florida 33 ) 76 Phone 305-251-2428 Fa;; M5-235-4248 Florida Processional Engineering License No. 369'1I pecial Inspector License No. 636 Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) rJob 10638 M4 MONOPITCH 4 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 8.130 s Nov 13 2017 MiTek Industries, Inc. rn Jun l 11:29:40 2U1U rage 1 ID:SMfrZTdAP8i71K7Nmwl4LGzWiQV-U1UMyKZi2j75G?4Tko RCZvAJxeioWb2LNeDyMzAggJ 20-1-8 5-0-6 9-9-12 14-7-2 19-4-8 20-1-Q 22-1-0 5-0-6 4-9-6 4-9-6 4-9-6 0-8-8 1-11-8 0-0-8 3x4 � Scale = 1:38.2 0-8 1, 4x4 Z 8x10 � 4x4 = 3x4 = " " 3x4 = 3x4 = r2 4 L6 • • •••• •••••• 9-9-12 14-7-2 , •• • •••• 19-4-8 , • • • • • 5-0-6 4-9-6 4-9-6 4-9-8 • • • • • • • • • • • • • • • •••••• •••• • •• ••••• •••••• •••• ••••• Plate Offsets X Y — 6:0-4-7 0-0-8 8:0-1-10 0-1-8 14:0-3-8 0-0-14 14:0-3-4 0-2-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d •PLATES GRIP •TCLL 30.0 Plate Grip DOL 1.33 TC 0.45 Vert(LL) -0.07 12-13 >999 360 • T20 244/190 TCDL 150 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.14 12-13 >999 240 T20HS • �/j43 1.0 ••••0• BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.02 6 n/a n/a • • •BCDL 10D Code FRC2017/TPI2014 Matrix-MSH • Neight: 136� T = 0% • • • • • • • LUMBER- BRACING- • • • TOP CHORD 2x6 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS 2x4 SP No.2 P *Except* W1: 2x8 SP No.2 P OTHERS 2x4 SP No.2 P REACTIONS. (lb/size) 6=1317/0-8-0 (min. 0-1-9), 14=1022/0-8-0 (min. D-1-8) Max Horz 14=324(LC 5) Max Uplift6=-590(LC 5), 14=346(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=2046/760, 2-15=1981/766, 2-3=-1695/545, 3-4=1649/552, 4-5=-898/241, 5-6=160/65, 6-7=-62/30, 7-8=-31/0, 1-14=964/473 BOT CHORD 14-16=-577/410, 13-16=577/410, 13-17=-1116/1928, 12-17=-1116/1928, 11-12=-820/1600, 10-11=-820/1600, 10-18=362/817, 9-18=362/817 WEBS 6-9=-317/793, 2-13=159/139, 2-12=-373/319, 4-12=-74/328, 4-10=-933/575, 5-10=-259/611, 5-9=-1112/493, 1-13=-545/1595 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) G-4-10 to 3-4-10, Interior(1) 3-4-10 to 19-2-0, Exterior(2) 19-2-0 to 22-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % when: used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 590 lb uplift at joint 6 and 346 lb uplift at joint 14. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard #��pl, P,S, I ePnpltin� �ngi-�@ i3901 S.W. IJS Ave. Miami, Florida ?3176 Fl,one 305-25r4-2428 Fa;: 305-235-4248 Horida Prcfi-ss onal Engineering License No. 3692 "geciat ,,r -nse No, 636 10638 N1 Monopitch 2 2-4-0 2-4-0 9 0-8-0(0-1-8) 2-0-0 2-4-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x4 SP No.2 SPACING- 2-0-0 CSI. Plate Grip DOL 1.33 TC 0.37 Lumber DOL 1.33 BC 0.97 Rep Stress Incr YES WB 0.69 Code FRC2017/TP12014 Matrix-MSH REACTIONS. (lb/size) 8=1049/0-8-0 (min. 0-1-8), 5=750/0-8-0 (min. 0-1-8) Max Horz 8=216(LC 5) Max Uplift8=-492(LC 5), 5=-328(LC 9) Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 I D: SMfrZTdAP B i71 K7 N mw14 LGz WiQV-7 DEFL, in (loc) I/deb Ud Vert(LL) 0.05 6 >999 360 Vert(CT) -0.27 5-6 >634 240 Horz(CT) 0.02 5 n/a n/a 16-6-0 7-1-0 YWS Scale = 1:27.5 2.50 f 12 2x4 II 4 4x6 II • • • • • • 0-8-0(0-1-8) • • •••• •••••• • • • • PLATES • • GRIP • • • ••••• •••• ••••• •••• Weight: 9Slp••OPT -0% •••••• BRACING- • • • • • • • • TOP CHORD Structural wood sheathing dire�tly aQpli�1 or 6-0-%oc purls, except end �r� als. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc racing. • • • • • • WEBS 1 Row at midpt 3-5 • • • • • FORCES. (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-10=-99/231, 2-10=-296/375, 2-3=-1339/767, 3-4=-100/10, 4-5=-250/265 BOT CHORD 9-12=-170/92, 11-12=-170/92, 1 t-13=-339/259, 8-13=-339/259, 7-8=-339/300, 7-14=-339/300, 6-14=339/300, 6-15=-985/1242, 5-15=-985/1242 WEBS 2-8=-942/1076, 2-6=-785/1044, 3-6=0/259, 3-5=-1288/1028, 1-9=-13/125, 10-11=-295/109, 9-10=-82/156, 1-11=183/89 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 8 and 328 Ito uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phonc 305-25 3.2428 Fa;., 395-235-4248 Florida Profcssienal Engineering License No. 36921 :'peeial 1rm,edor Licer,;e No. 636 Job Truss Truss Type Oty Ply REST MIAMI SHORES (RC) 10638 N2 Monopitch 4 1 Job Reference o tional I D: S M1TZTdAP8 i71 K7 N mwl4 LGz W QV-bB88riiY?b3JdxZd Wh hYH Owmwv?9wy 1 SnAC QQXzAg rF 2-4-0 9-5-0 16-6-0 2 4-0 7-1-0 7-1-0 Scale = 1:27.5 2.50 FIT 3x4 II 5 V 4X4 - 3x6 I I 3x6 11 4x6 11 0-8-0(0-1-8) • • • • 0-8-0 0-1-8 . • ..•. ••..•• •... •i•-O•• •• • •••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLATES • GRIP '2 • • TCLL 30.0 Plate Grip COL 1.33 TC 0.80 Vert(LL) -0.05 7 >999 360 • • • • %T20 • dit *0:• • • TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.27 6-7 >627 240 • BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.02 6 n/a n/a • • • • • 0000 • Ueight: 0 = 0% 00000 BCDL 10.0 Code FRC2017ITP12014 Matrix-MSH • • • P. • OM 00000. LUMBER- BRACING- 000000 • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing dinttly applittl or 4-2- Doc pud s, except end �er0cals. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 2-2-0 racing. • • • • • • WEBS 2x4 SP No.2 P WEBS 1 Row at midpt 4 6 • • • • • SLIDER Left 2x4 SP No.2 -P 1-6-0 • • • • • • • • • REACTIONS. (lb/size) 6=750/0-8-0 (min. 0-1-8), 9=1049/0-8-0 (min. 0-1-8) • • • Max Horz9=216(LC 9) Max Uplift6=-329(LC 9), 9=-490(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=73/165, 2-11=-65/187, 2-3=237/424, 3-4=-1317/753, 4-5=113/10, 5-6=-246/264 BOT CHORD 10-14=-385/205, 12-14=-385/205, 12-15=-385/205, 9-15=385/205, 8-9=385/231, 8-16=385/231, 7-16=-385/231, 7-17=-974/1226, 6 17=-97411226 WEBS 3-9=-960/1000, 3-7=817/1131, 4-7=-5/244, 4-6=-1264/1005, 1-10=-56/131, 12-13=251/125, 11-13=74/143, 1-13=-164/70, 10-13=-208/356, 2-13=-433/341 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 6 and 490 lb uplift at joint 9. 5) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard MA.mmid Zo;faghari, PR, i opplEing Engineers 13901 9,W. 108 Ave, Miami, Florida 33176 Flhon>y i0fl-r.).1-2428 Far'05-235-4248 Florida Professional Engineering License No. 36921 Pecial Lice^st No. 636 10638 N3 I Monopitch 18 I 1 I Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek ID:SMfrZTdAP8i71 K7Nmwl4LGzWiiQV-3NiW32iAm 2-4-0 9-5-0 16-6-0 2-4-0 7-1-0 7-1-0 3x6 II Scale = 1:27.5 2.50 rl2 3x4 II 5 1x4 II 4x4= 0-8-0(0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 TCDL 15.0 Lumber DOL 1.33 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.57 BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0 DEFL. in (loc) I/clef! L/d Vert(LL) -0.05 7 >999 360 Vert(CT) -0.27 6-7 >627 240 Horz(CT) 0.02 6 n/a n/a • • • • • • 0-8-0(0-1-8) • • •••• •••••• • • • • • PLATES: • GRIP • • •:4*4/"0 ••••4MT20 . ••••• •••••• •••• ••••• --•-_M/eight 9PlbI•r-0/ ------ BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly *pli@d or 4-2-4 oc purtins, except end vericals. BOT CHORD Rigid ceiling directly applied o} 2-2-0 ocooracing.: • • •: • • • • • • • WEBS 1 Row at midpt 4-60 • • • • REACTIONS. (lb/size) 6=750/0-8-0 (min. 0-1-8), 9=1049/0-8-0 (min. 0-1-8) • • • Max Horz9=216(LC 5) Max Uplift6=329(1-C 9), 9=-490(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/165, 2-11=-65/187, 2-3=331/424, 3 14=-1317/436, 414=-1305/451, 415=113/0, 5 15=-42/10, 5 6=-246/251 BOT CHORD 10-16=385/308, 12-16=385/308, 12-17=385/308, 9-17=-385/308, 8-9=385/231, 8-18=-385/231, 7-18=385/231, 7-19=-629/1226, 6-19=-629/1226 WEBS 3-9=960/794, 3-7=642/1131, 4-7=5/244, 4-6=1264/640, 1-10=-56/108, 12-13=-153/125, 11-13=-73/143, 1-13=164/70, 10-13=-305/356, 2-13=-512/341 NOTES- 1) VMnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=21ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) D-0-0 to 3-0-0, Intedor(1) 3-0-0 to 13-4-4, Extedor(2) 13-4-4 to 16-4-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 6 and 490 lb uplift at joint 9. 5) This truss has been designed for a moving concentrated load of 200.OI1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard idP3i)i1tC11,tt(? i:' S;han", RE. Consulting f'nt t;seers 13901 S.W. 108 Ave. Miami, F'iorida 33176 Phone 305-253-2428 Fax 295-235-4248 Florida Professional Engineering License No. 36921 Special Inspector L 1censf -No. 636 10638 K MONOPITCH A0051345 3) 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 12:32:59 2018 Page 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWiiQV-xIAG1 HTwn70wpuYSQvXvQRVNsw9m?4ZLY_yRbOzAfv 13-5-8 0 6- 6-4-4 12-8-8 13-5-0 14-5-0 0-6-0 6-4-4 6-4-4 0-8-8 0-11-8 0-0-8 Scale = 1:25.£ 2x4 II 4x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P OTHERS 2x4 SP No.2 P 6-4-4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.33 TC 0.33 Lumber DOL 1.33 BC 0.88 Rep Stress Incr YES WB 0.29 Code FRC2017/TP12014 Matrix-MSH REACTIONS. (lb/size) 3=725/0-8-0 (min. 0-1-8), 5=869/0-8-0 (min. 0-1-8) Max Horz 3=256(LC 5) Max Uplift3=277(LC 5), 5=-385(LC 9) • • •••• •••••• DEFL. in (loc) Vdefl L/d • • • • PLATES, • GPJP :*so*: Vert(LL) 0.07 8-11 >999 360 • 4MT20 • •244/690 Vert(CT) -0.20 7-8 >756 240 • • • • • • • • • • • Horz(CT) 0.00 3 n/a n/a •••••• •••• • ••••• • *Weight: i8 Ito Fir = 0% BRACING- • TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except end verjcals. BOT CHORD Rigid ceiling directly applied d►5-3-1 ocbracing. • • 000000 WEBS 1 Row at midpt 4-7• • • • • • • • • •• • •• • • • FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=0/38, 3-10=-745/454, 4-10=1478/907, 4-5=-165/39, 5-6=-40/0, 5-7=-304/436 BOT CHORD 9-12=561/563, 11-12=561/563, 11-13=-1208/1404, 8-13=-1208/1404, 8-14=1208/1404, 7-14=1208/1404 WEBS 4-8=0/326, 4-7=1428/1245, 3-9=-506/425, 10-11=96/188, 9-10=-394/219, 3-11=471/482 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 Ito uplift at joint 3 and 385 lb uplift at joint 5. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard �✓IailmEl,i.) t zoli4pui, M. Qonsulti ig 13901 S.W. 108 AVe. Miami, Florida 33176 Plhone 305-253-2428 Fats 30a-235-4248 Florida Professional Engineering) Ligensg No, 3692.1 Special Inspector License No. 636 10638 Truss R1 Common R TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print. 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11:28:38 2018 Page 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWQV-UyNfh4123gZ16YtPIWmURE5Y4WU9si_1 ioAdZJzAgrh 2-4-0 7-2-0 12-0-0 16-10-0 21-8-0 24-0-0 2-4-0 4-10-0 4-10-0 4-10-0 4-10-0 2-4-0 3.00 rl2 1 3x4 = 4x6 11 5x8 _ 46 11 4x4 = 4 0-8-0(0-1-8) 12-0-0 Scale = 1:39.6 ' I 4 0-8-0(0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • • PLATES • • GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Vert(LL) -0.08 9 >999 360 • • • • VT20 • .2M90 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -0.41 8-9 >561 240 • • BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 8 n/a n/a 4 00000 0000 • • • • • BCDL 10.0 Code FRC2017ITP12014 Matrix-MSH • • • • Weight: 109lb Per = 0% LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing dirdCtly applied or 4-2-1 oc puriins. • BOT CHORD 2x4 SP DSS P BOT CHORD Rigid ceiling directly applied oft-0-0 oc tracing. • • • • • • • • • • WEBS 2x4 SP No.2 P • • • • • REACTIONS. (lb/size) 8=1320/0-8-0 (min. 0-1-8), 10=1320/0-8-0 (min. 0-1-8) • • • • • • • • • • • Max Horz 10=-70(LC 10) • • • Max Uplift8=-581(LC 6), 10=-581(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-42/132, 2-12=-460/483, 2-17=357/447, 3-17=-347/478, 3-18=-1692/920, 4-18=1635/927, 4-19=-1635/927, 5-19=-1692/920, 5-20=-347/478, 6-20=-357/447, 6-15=-460/483, 7-15=42/132 BOT CHORD 11-13=-116/76, 13-21=-449/448, 10-21=-449/448, 10-22=-891/1824, 9-22=-891/1824, 9-23=-891/1824, 8-23=891/1824, 8-24=-449/448, 16-24=-449/448, 14-16=-116/76 WEBS 4-9=-47/384, 5-9=-362/300, 5-8=-1940/1449, 6-8=-384/405, 3-9=-362/299, 3-10=1940/1449, 2-10=384/405, 1-11=4/95, 12-13=-247/53, 11-12=-79/133, 1-13=-104/70, 7-14=-4/95, 15-16=-247/53, 14-15=-79/133, 7-16=-104/70 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=21ft; Cal. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 15-0-0 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 8 and 581 lb uplift at joint 10. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard ?}fl?fdpr�taFi; P,p, J390i S.W 108:Av,P. ivliarai, Horida 33176 Phone 305-253-2428 Fa;; 305.-235-424s Floridan Professional EngineeninA Lice�s� l+ic�, 3b921 °peciaj Iaspector License No, 636, 10638 Hip TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print : 8.130 s Nov 13 2017 MiTek Industries, Inc. Fn Jun 1 I1:ZdAU 2u1t3 Page 1 ID:SMfrZTdAP8i71 K7Nmwl4LGzWQV-QLVP6lmJbRpTLsl nsxoyXfAuBKAfKf5KA6fkeBzAgrl 2-4-0 6-8-0 11-0-0 13-0-0 17-4-0 21-8-0 — r 24-0-0 2-4-0 4-4-0 4-4-0 2-0-0 4-4-0 4-4-0 r 2-4-0 3.00 12 1. _ 3x4 = 3xli = 3x4 = 4x6 II 3x8 = 4x6 II 5x6 ; 44 = 4 5 0-8-0(0-1-8) 0-8-0(0-1-8) Scale = 1:40.3 • • • • • • • • • • • • r 2-0-0 2r4�0 11-0-0 13-0-0 1 21-8-0 • • • • • •2� 24-0-0 • • 2 40 8-8-0 2-0-0 8-8-0 000000 • -11 2-0-0• • • • • Plate Offsets X — 3:0-0-12 0-2-0 4:0-1-4 0-2-4 6:0-0-12 0-2-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d • + • • PLATES • • GRIP • • TCLL 30.0 Plate Grip DOL 1,33 TC 0.43 Vert(LL) -0.08 10-12 >999 360 1tAT20 • J4.4n90 TCDL 15.0 Lumber DOL 1.33 BC OA5 Vert(CT) -0.30 12-13 >782 240 • 009 • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.04 9 n/a n/a • • • • • • • • • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH • • • • Weight: 1 f4jb • 0F11 = 0 % Soo* • • • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing dir tly aaplidb or 4-0 Boc pudins. • • • • • BOT CHORD 2x4 SP DSS P BOT CHORD Rigid ceiling directly applied or 0-0 oc gracing. • • • • • • WEBS 2x4 SP No.2 P • • • • • REACTIONS. (lb/size) 13=1320/0-8-0 (min. 0-1-8), 9=1320/0-8-0 (min. 0-1-8) • • • • • • • • • • • Max Horz 13=-64(LC 10) • • • Max Uplift 1 3=-591 (LC 5). 9=-591(LC 6) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-48/135, 2-15=-474/499, 2-20=377/466, 3-20=-368/494, 34=1762/1096, 4-5=-1666/1109, 5-6=-1762/1095, 6-21=368/494, 7-21=-377/466, 7-18=-474/500, 8-18=-48/135 BOT CHORD 14-16=117/75, 16-22=467/464, 13-22=-467/464, 13-23=-1003/1779, 12-23=1003/1779, 11-12=-859/1665, 10-11=-859/1665, 10-24=-1003/1779, 9-24=-1003/1779, 9-25=467/464, 19-25=-467/464,17-19=-118175 WEBS 2-13=-352/379, 3-13=1949/1598, 3-12=-205/232, 4-12=39/334, 4-10=-201/204, 5 10=34/185, 6-10=205/233, 6-9=1950/1597, 7-9=-352/379, 1-14=-4/95, 15-16=-205/51, 14-15=-81/135, 1-1 5=-1 07/73, 8-17=4/95, 18-19=-204/51, 17-18=81/136, 8-19=-107/73 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 6-7-6, Exterior(2) 6-7-6 to 17-4-10. Intehor(1) 17-4-10 to 21-0-0 zone, cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 13 and 591 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard "n7ol4iid .cj ��Ff1 PRI Consulting Engipeers 13901 S.W. 108 Ave. i:�ilart, i'10r;1:a 33176 Phone 305-253-.2428 Fa,: I^,-235424$ Florida Professional Engineering License No. 3692; v pecial Inspector License No, 636 10638 IR3 Hip MIAMI TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. rn dun 1 11:26:4Z Zu1sa rage 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWiiQV-MjdAXRoZ633Bb9BA_MgQc4FCV8s7oZbddP8ri4zAgr, 2-4-0 6-8-0 11-0-0 13-0-0 , 17-4-0 21-8-0 24-0-0 2-4-0 4-4-0 4-4-0 2-0-0 4-4-0 4-4-0 2-4-0 3.00 F12 3x4 = 4x6 11 0.8-0(0-1-8) 2-0-0 48 = 4x4 = 3x4 = "" 13-0-0 3x8 = Scale = 1:40.3 4x6 II 0-8-0(0-1-8) • • • • • 4��4 24-0-0 •, •••••• •4@-4-0g 2-0-0•••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud • • • • PLATES • • GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.57 Ve t(LL) 0.10 10.12 >999 360 MT20 • �4:R90 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(CT) -0.30 12-13 >782 240 • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.75 Hor-Z(CT) 0.04 9 n/a n/a • 0 • • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH IVeight: 1 RI*I: 0 � = 0% LUMBER- BRACING- 000000 • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applicill or 4-0-8 oc purtins. • BOT CHORD 2x4 SP DSS P BOT CHORD Rigid ceiling directly applied orS 8-11 ocbracing. • • • : • 0090 • • WEBS 2x4 SP No.2 P • • • • • REACTIONS. (lb/size) 13=1320/0-8-0 (min. 0-1-8), 9=1320/0-8-0 (min-0-1-8) • • • • • • • • • • • Max Horz 13=64(LC 9) • • • Max Upliftl3=-914(LC 5), 9=914(LC 6) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-50/135, 2-15=-502/499, 2-20=-377/466, 3-20=368/494, 3-4=-1811/1534, 4-5=-1779/1549, 5-6=1811/1534, 6-21=368/494, 7-21=-377/466, 7-18=-502/500, 8-18=-50/135 BOT CHORD 14-16=-117/81, 16-22=467/494, 13-22=-467/494, 13-23=1436/1779, 12-23=-1436/1779, 11-12=-1225/1665, 10-1 1=1225/1665,10-24=-1436/1779, 9-24=-1436/1779, 9-25=-467/494, 19-25=467/494, 17-19=118/81 WEBS 2-13=-365/495, 3-13=1949/2103, 3-12=-205/307, 4-12=-57/334, 4-10=-201/204, 5-10=-60/185, 6-10=-205/308, 6-9=-1950/2102, 7-9=365/495, 1-14=4/95, 15-1 6=-205/51 , 14-15=86/135, 1-16=-107/80, 8-17=4/95, 18-19=-204/51, 17-18=86/136, 8-19=107/80 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=21ft; Cat. II; Exp C; Part. End., GCpi=0.55, MWFRS (envelope) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-7-6, Exterior(2) 6-7-6 to 17-4-10, Interior(1) 17-4-10 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 Ib uplift at joint 13 and 914 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound zo,'faghapl, p.,C, Consulting Engineers 13901 S.W. 108 Ave, Miami, Fiorle�a 33176 Phone 305-253-2428 Fa: 305,235-4248 Florida Professional Engineering License No. 3692#1 Special J"Pec.tol ►Acenst, No, 636 10638 JR4 TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11:28:43 2018 Page 1 I D: S MfTZTc1AP8 i71 K7 N mwl4 LGzWiQV-gvAYkn p BtM B 1 CJI MY4 Mf8 HoJ IX7bXyums3tOFWzAgi 2-4-0 9-0-0 15-0-0 , 21-8-0 24-0-0 2-4-0 6-8-0 6-0-0 6-8-0 2-4-0 3.00 12 1 N 4x8 = 3 4x6 = 4 Scale = 1:40.2 11 13 21 10 22 - 23 - 24 7 ZS 16 14 3x4 = 3x6 II 5x6 = 4x8 = 3x6 II 3x4 = 0-8-0(0-1-9) 0-8-0(0-1-9) 15-0-0 21-8�0 • •Wo 24-0-0 • 6-0-0 6-8- .. � J@ 220 • _ LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/de8 L/d • • PLATES GRIP • • • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) 0.12 8-9 >999 360 MT20 24J190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.24 7-8 >974 240 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.02 7 n/a n/a ••••• 0000 • • • • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH Weight: 108 1� • •T = 0% • • • • LUMBER- BRACING- •••••• 00000 •••••• • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlirs. • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or "111 :&lacing. • WEBS 2x4 SP No.2 P WEBS 1 Row at midpt 5-8 • • • • •••••• REACTIONS. (lb/size) 10=1320/0-8-0 (min. 0-1-9), 7=1320/0-8-0 (min. 0-1-9) • • • • • • • • • Max Horz 10=53(LC 9) • • • • 0 • • • • • Max Uplift10=606(LC 5), 7=-606(LC 6) • 09 • • FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-42/119, 2-12=253/477, 2-17=-1995/1209, 17-18=-1980/1211, 3-18=-1915/1226, 3-4=1868/1248, 4-19=-1936/1249, 19-20=2001/1235, 5-20=2015/1233, 5-15=273/466, 6-15=-43/118 BOT CHORD 11-13=-115/65, 13-21=434/243, 10-21=434/243, 10-22=-434/243, 9-22=-434/243, 9-23=-1041/1858, 8-23=-1041/1858, 8-24=-423/262, 7-24=-423/262, 7-25=-423/262, 16-25=423/262, 14-16=-113165 WEBS 2-10=-1221/1089, 2-9=-1231/1692, 3-9=-82/214, 3-8=172/193, 4-8=-128/212, 5-8=1252/1698, 5-7=-1214/1093, 1-11=10/94, 12-13=262/137, 11-12=-36/126, 1-13=-109/35, 6-14=-10/94, 15-16=-266/132, 14-15=39/124, 6-16=-107/38 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=21ft; Cat. II; Exp C; End., GCpi=0.18. MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-9-1, Extedor(2) 4-9-1 to 19-2-15, Intedor(1) 19-2-15 to 21-0-0 zone, cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 10 and 606 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mah�pqundLcifa�}}af€� �„�, Ccnsulting Fn,gieeeq 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineeri,jeenNo. 36921 Special 1rsvector License No. 636 Job Truss Truss Type Oty Ply RES: MIAMI SHORES (RC) 10638 R5 Hip 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton. FL 33032, MARIO ESPINEIRA nun: a.iou s Nov io zo i r rrinr o. i�u s rvov a cv i i rvu i en niuuau ico, 1— Fly,, ii, <..,., , ago , ID:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-n1119TgSP_SISdvlfVO7Eitb1 Lp3?OK3JNMVJPzAgrC 2-4-0 9-0-0 15-0-0 21-8-0 24-0-0 2-4-0 6-8-0 6-0-0 6-8-0 2-4-0 Scale = 1:40.3 48 = 4x6 = 3.00 F12 3x4 = 5x6 = 48 = 3x4 = 0-8-0(0-1-9) 0-8-0(0-1-9) 200 240 9-0-0 • • •••••• 15-0-0 , 21-800 0 24-0-0 , 9 0-4-0 6-8-0 6-0-0 6-8- •• • • W 2-0-0 •• Plate Offsets X Y — 2:0-9-4 0-1-12 3:0-5-4 0-2-4 4:0-3-4 0-2-4 5:0-9-40-1-12 7:0-0-0 0-1-12 9:0-3-0 0-3-0 10:0-0-0 0-1-12 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • •FU-ATES GRIP � • • • • � TCLL 30.0 Plate Grip DOL 1.33 TC 1.00 Vert(LL) 0.15 8-9 >999 360 MT20 • • 2444190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.24 7-8 >974 240 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.02 7 n/a n/a • • • • • • • • • • : • • • BCDL 10.0 Code FRC20171TP12014 Matrix-MSH Weight: 108 lb • • = 0% 00000 LUMBER- BRACING- •�••� •••• •••••• TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directly applied. • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or B� S Icing, Except: • • WEBS 2x4 SP No.2 P 4-9-10 oc bracing: 8-9. • • • • • • • • • WEBS 1 Row at midpt 2-9, 51 • • • • • • REACTIONS. (lb/size) 10=1320/0-8-0 (min. 0-1-9), 7=1320/0-8-0 (min. 0-1-9) • • • • • • • • • • Max Horz 10=53(LC 9) • • • • • • • • Max Uplift 1 0=-930(LC 5), 7=-930(LC 6) go • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-49/119, 2-12=-253/477, 2-17=1995/1690, 17-18=-1980/1692, 3-18=1933/1706, 3-4=1932/1735, 4-19=-1952/1736, 19-20=-2001/1721, 5-20=-2015/1720, 5-15=273/466, 6-15=-49/118 BOT CHORD 11-13=-115/70, 13-21=-434/243, 10-21=-434/243, 10-22=434/243, 9-22=-434/243, 9-23=1467/1858, 8-23=-1467/1858, 8-24=-423/262, 7-24=-423/262, 7-25=-423/262, 16-25=-423/262, 14-16=113/70 WEBS 2-10=-1221/1423, 2-9=-1614/1692, 3-9=-82/260, 3-8=1721193, 4-8=128/256, 5-8=-1638/1698, 5-7=1214/1426, 1-11=-11/94, 12-13=-307/137, 11-12=-36/126, 1-13=-109/35, 6 14=11/94, 15-16=312/132, 14-15=-39/124, 6-16=-107/38 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C: Part. End., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-9-1, Extehor(2) 4-9-1 to 19-2-15, Interior(1) 19-2-15 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 930 lb uplift at joint 10 and 930 Ib uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rD,fflABf` § l�fiam1, Florida 33176 ?hone 30-253-2428 Fax 30-235-4248 Florida Professional E1tginee . License No, 3692.1 �pec�z� I.ns cte E Dense No. 636, Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 RG6 Hip Girder 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA stun: a.i JU s Nov i J 2U1 r rune 6.1JU s NOV i J zuw mi i ex industries, inc. rri Jun I i i. a — zu a r•ayc i ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-Bt_RnVsKivgKJ4eKKdxgrLVCXYvDCFgV?Lb9wjzAgrD 2-4-0 7-0-0 12-0-0 17-0-0 _ 21-8-0 24-0-0 2r 401 4-8-0 5-0-0 5-0-0 4-8-0 2-4-0 � a 3.00 F12 6x8 = 19 2x4 11 20 4 21 22 6x8 = Scale = 1:39.4 44 = 3x6 11 6x8 11 7x8 = 6x8 11 3x6 11 44 = 0-8-0(0-1-12) 0-8-0(0-1-12) ••+• 2r4i0 7-0-0 12-0-0 17-0-0 • 21-8-0 • • �0 0 24-ee • ' : • 2-0-0 0-4-0 4-8-0 5-0-0 5-0-0 • .. -8- + + 0420 2-0-0 Plate Offsets (X Y)- f2:0-2-12 0-1-81 [3:0-2-0 0-3-121 [5:0-2-0 0-3-121 [6:0-2-12 0-1-8 8:0-4-0 0-1-8 10:0-4-0 0-4-8 12:0-4-0 0-1-8 i • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • . • OPIATES GRIP • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) 0.18 10 >999 360 MT20 2444190 • • • TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.42 10-11 >551 240 • • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.03 8 n/a n/a • •. • • • • • • • • • • • • BCDL 10.0 Code FRC2017rrP12014 Matrix-MSH Weight: 136 lb FT = 0% *so** LUMBER- -- BRACING- ••••• 0000 ••+••• TOP CHORD 2x4 SP No.2 P 'Except' TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purtins. • • T2: 2x6 SP No.2 P BOT CHORD Rigid ceiling directly applied or 8494M tiro ing. • • BOTCHORD 2x6SPM26P • + • • •••••• WEBS 2x4 SP No.2 P **sees • • REACTIONS. (lb/size) 12=1687/0-8-0 (min. 0-1-12), 8=1687/0-8-0 (min. 0-1-12) :000000 • • • • • Max Horz12=-41(LC 12) • • • Max Uplift12=887(LC 3), 8=-887(LC 4) • • • Max Grav 1 2=2091 (LC 26), 8=2091(LC 34) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=116/98, 2-14=-760/204, 2-3=-4480/1389, 3-19=5968/1950, 19-20=-5969/1951, 4-20=-5970/1951, 4-21=-5970/1951, 21-22=-5969/1951, 5-22=-5968/1950, 5-6=-4480/1389. 6-17=760/202, 7-17=116/98 BOT CHORD 13-23=123/141. 15-23=-123/141, 15-24=-1921743, 12-24=192/743, 12-25=1931743, 11-25=193R43, 11-26=128214359, 26-27=-1282/4359, 27-28=-1282/4359, 1 0-28=1 282/4359. 10-29=1275/4359, 29-30=1275/4359, 30-31=-1275/4359, 9-31=1275/4359, 9-32=190/743, 8-32=-190/743, 8-33=-190r/43, 18-33=19OR43, 18-34=-123/141, 16-34=123/141 WEBS 2-12=-1633f771, 2-11=-1217/3711, 3-11=211/462, 3-10=639/1842, 4-10=-790/511, 5-10=639/1842, 5-9=211/462, 6-9=-1215/3711, 6-8=1633/770, 1-13=-39/54, 14-15=98/29, 13-14=131/66, 1-15=-29/86, 7-16=39/54, 17-18=-98/29, 16-17=-131/66, 7-18=-29/86 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=21ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed , Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 887 lb uplift at joint 12 and 887 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 971b down and 115 lb up at 7-0-0, 77 lb down and 115 lb up at 9-0-12. 77 lb down and 115 Ito up at 11-0-12, 77 lb down and 115 lb up at 12-11-4, and 77 Ito down and 115 lb up at 14-11-4, and 971b down and 115 lb up at 17-0-0 on top chord, and 732 lb down and 125 Ito up at 7-0-0, and 732 lb down and 1251b up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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, 13-16=20 Concentrated Loads (lb) Vert: 3=-69 5=69 11=-139 9=139 19=69 20=-69 21=-69 22=-69 26=-10 28=-10 29=-10 31=-10 Z'4a-h4rlt FIX, consuiiii-to hit l IeeF 139411 z.'V. 108 Ave. ,Mafni, Florida 33176 Flione 305-253-2428 Fax 305-235,4248 Florida Professional E08ineeri02 UMM No. 36921 Special Inspector License [#ie1,153� 10638 IRG7 Hip Girder ID:SMfTZTdAP8I71 K7Nmwl4LGzWiQV-bSfZPWvC?gCvAYNv01VXTz7hfmxwPcPyhJgl 2-4-0 , 7-0-0 12-0-0 17-0-0 21-8-0 24-0-0 2-4-0 4-8-0 5-0-0 5-0-0 4-8-0 2-4-0 3.00 12 6x8 = 2x4 II 6x8 = 3 19 20 4 21 22 5 Scale = 1:39.4 4x4 = 3x6 II 6x8 11 7x8 = 6x8 11 3x6 11 4x4 = 0-8-0(0-1-12) 0-8-0(0-1-12) . . •••. ..•... • 2-0-0 2r4i0 7-0-0 12-0-0 17-0-0 • • • 11-� Q 0 13-Or0 24-Q • •,• 1 2-0-0 0-4-0 4-8-0 5-0-0 5-0-0 • • q{e8-0 04-0 2-0.0 • Plate Offsets (X Y)— [2:0-2-12 0-1-8f f3:0-240-4-41 f5:0-2-4 0-4-4j [6:0-2-12 0-1-81 [8:0-4-80-1-81,f10:0-4-0 0-4-8 L0-4-8 0-1-81 • .. • . • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLATES • • GRIP • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) 0.26 10 >879 360 • • • • i(AT20 • 00 J40090 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.42 9-10 >551 240 • BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.03 8 n/a n/a ••••• • • BCDL 10.0 Code FRC20171TPI2014 Matrix-MSH • 1(Veight: 1J6 Ib fT = 0% • • • • • LUMBER - TOP CHORD 2x4 SP No.2 P *Except* T2: 2x6 SP No.2 P BOT CHORD 2x6 SP M 26 P WEBS 2x4 SP No.2 P REACTIONS. (lb/size) 12=168710-8-0 (min. 0-1-12), 8=1687/0-8-0 (min. 0-1-12) Max Horz 12=-41(LC 8) Max Upliftl2=-1381(LC 3), 8=1381(LC 4) Max Grav 12=2091(LC 26), 8=2091(LC 34) BRACING- • • • - - - - - • • TOP CHORD Structural wood sheathing directly japipli�l or 2-5-7 of judos. : • • • • BOT CHORD Rigid ceiling directly applied or 6-9-3 oc bracing. • • • FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-14=116/98, 2-14=-760/324, 2-3=4480/2302, 3-19=5968/3192, 19-20=-5969/3193, 4-20=5971/3194, 4-21=5971/3194, 21-22=-5969/3193, 5-22=-5968/3192, 5-6=-4480/2302, 6-17=760/322, 7-17=-116/98 BOT CHORD 13-23=-123/141, 15-23=-1231141. 15-24=309/743, 12-24=309/743, 12-25=-309/743, 11-25=-309/743, 11-26=2130/4359, 26-27=-2130/4359, 27-28=-2130/4359, 1 0-28=-21 3014359. 10-29=2123/4359, 29-30=2123/4359, 30-31=2123/4359, 9-31=-2123/4359, 9-32=307/743, 8-32=307/743, 8-33=307/743, 18-33=307/743, 18-34=123/141, 16-34=-123/141 WEBS 2-12=-1633/1204. 2-11=-1960/3711, 3-11=-211/462, 3-10=-101Oil 842, 4-10=-790/767, 5-10=1011/1842, 5-9=211/462, 6-9=1959/3711, 6-8=-1633/1204, 1-13=-39/54, 14-15=121/66, 13-14=-131/66, 1-15=-37/86, 7-16=39/54, 17-18=-121/66, 16-17=-131/66, 7-18=36/86 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) NAnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Part. Encl., GCpi=0.55, MVVFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1381 to uplift at joint 12 and 1381 Itouplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 197 lb up at 7-0-0, 159 lb down and 197 Ito up at 9-0-12. 159 lb down and 197 lb up at 11-0-12. 159 lb down and 197 Ito up at 12-11-4, and 159 lb down and 197 lb up at 14-11-4, and 159 lb dawn and 197 Ito up at 17-0-0 on top chord, and 518 lb down and 212 Ito up at 7-0-0, and 518 Ib down and 212 lb up at 17-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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, 13-16=-20 1Vla[•.t ound Zolia hari P,E, Concentrated Loads (Ib) Vert: 3=-69 5=-69 11=-139(B=-129) 9=139(B=-129) 19=-69 20=-69 21=-69 22=-69 26=-10 28=-10 29=-10 31=-10 Consulting r ng1131 Qp 1390i S.w. 108 Ave. Miami, Florida 33176 Fhone 305-253-2428 Fax 20;-235.4248 Florida Professional E0,91neMng License No. 369' special 1nsPector Lie No, 636 10638 I CJ7 DECO TRUSS COMPANY INC., Prir • t Diagonal Hip Girder ID:SI 6-7-6 3-3-7 J_e733E 9-10-13 3-3-7 2x4 II 4 5 0-11-5(0-1-8) • • • • • • i l 2-10-5 3-4-0 6-7-6 �_�Q �� • • 7 In G n_S_� 'i-'1-7 '♦ IL-6 • • • PgxX_MJQHmzAgs/ Scale = 1:20.6 •••••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC20171TPI2014 CSI. TC 0.67 BC 0.51 WB 0.17 Matrix-MSH DEFL. in (loc) I/deFl Ud Verl(LL) -0.02 8-9 >999 360 Vert(CT) -0.03 7-8 >999 240 Horz(CT) -0.00 7 n/a n/a ••••PLATES •dw ••�••• • • • • VT20 • • 2 �/f90 • • • • • • • • • • • • • • • :Neight: 54 lb - = 0% • LUMBER- BRACING- • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing dirdUl applied or 6-0-0Cosc purl s, exceptend•rrtic•ls. BOT CHORD 2x4 SP No.2 P V^ BOT CHORD Rigid ceiling directly applied or e0 octracing, %: • WEBS 2x4 SP No.2 P "Except' 10-0-0 oc bracing: 6-7. • • • W1: 2x6 SP No.2 P REACTIONS. (lb/size) 9=579/0-11-5 (min. 0-1-8), 7=196/0-2-8 (min. 0-1-8) Max Horz9=179(LC 3) Max Uplift9=-631(LC 3), 7=165(LC 7) Max Grav9=790(LC 18), 7=558(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-66/218, 1-2=-281/589, 2-11=-445/232, 3-11=-429/123, 3-12=-53/18, 4-12=-28/25, 4-5=-8/0, 4-7=-178/94 BOT CHORD 10-13=-50/148, 13-14=-50/148, 9-14=-50/148, 9-15=-547/111, 15-16=547/111, 8-16=-547/111, 8-17=-121/412, 17-18=-121/412, 7-18=-121/412, 6-7=0/0 WEBS 1-9=-639/341, 2-9=-639/364, 2-8=-235/767, 3-8=-252/351, 3-7=-509/179 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=21ft; Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 9 and 165 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 lb down and 599lb up at 4-3-4, and 82 lb down and 141 lb up at 7-1-3 on top chord, and 122 lb down and 144 lb up at 1-5-4, and 157 lb down and 358 lb up at 4-3-4, and 356 lb down and 35 lb up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-10=-20 Concentrated Loads (Ib) Vert: 11=234 13=-122 15=177 ConsUfliiI1g ,rngipeers i 39W >. ':/. 108 Ave. Miami, Flon7ida 3376 Eio:i 305 253-2428 Fa:: 305-235-42-48 FJorfua FT:-;Pessir)na} i! rgineering License Nq. 369241 r;Jecial i1,S),fCt(,r',..icen-,;c No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 CJ7A Diagonal Hip Girder 2 1 Job Reference (optional) UtzUU i r<wa t,UMrHrvx uvt,., rnncewn, rL oowZ, MAM I ❑aruvor<h 3-4-0 10 I D: S MfTZTdAP 8i71 K7 N mwl4 LGz W QV-PXw7 PJ 9J bmOikOd_N kO?yuZ2bmj9ti2q RgoXLezAg sF 6-7-6 9-10-13 3-3-7 3-3-7 2x4 II 4 5 Scale = 1:17.9 ix411 •••• • • 3x4 = 0-11-5(0-1-8) • • ••••0-2-80-1- ••..• . . . ( . ...••. 2-10-5 3-4-0 6-7-6 .. • •.•••. ••••• • • 9-?0-13 • • • • • 2-10-5 0-5-10 3-3-7 • • • •3-3-7 • • • • Plate Offsets (X 7:0-1-12 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Vert(LL) (loc) I/deft L/d • • • PLATES • • 49W • • • • • 8-9 >999 360 tT20 TCLL 30.0 Plate Grip DOL 1.33 TIC 0.91 -0.04 • • • • 02"ft • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(CT) 0.05 8-9 >999 240 • BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) -0.01 7 n/a n/a • • • • • • • BCDL 10.0 Code FRC2017/rP12014 Matrix-MSH =height: 4J Ito OFT = 0 %000600 LUMBER- BRACING- TOP CHORD • • • • • Structural wood sheathing dire%V arpliT or 6-0-0 o�Ruriins, except lrttl4ertlb�ls. TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bbracing. • • • • • • WEBS 2x4 SP No.2 P • • • REACTIONS. (lb/size) 9=610/0-11-5 (min. 0-1-8), 7=157/0-2-8 (min. 0-1-8) Max Horz9=110(LC 7) Max Uplift9=-703(LC 3), 7=-97(LC 7) Max Grav9=877(LC 37), 7=547(LC 24) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-53/193, 2-11=-502/971, 2-13=-686/450, 3-13=-673/370, 3-14=-71/0, 4-14=-67/0, 4-5=-5/0, 4-7=-192/102 BOT CHORD 10-12=-183/51, 12-15=937/504, 15-16=-937/504, 9-16=937/504, 9-17=-937/394, 17-18=-937/394, 8-18=-937/394, 8-19=375/663, 19-20=-375/663, 7-20=-375/663, 6-7=0/O WEBS 2-9=-669/427, 2-8=441/1165, 3-8=-303/339, 3-7=683/465, 1-10=-11/99, 11-12=-117/144, 10-11=-64/185, 1-12=-175/66 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=21ft; Cat. ll; Exp C; End., GCpi=0.18, MWFRS (envelope); cantilever left exposed. Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 9 and 97 to uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 Ito down and 673 Ito up at 4-3-4, and 61 to down and 76 Ito up at 7-1-3 on top chord, and 169 lb down and 185 Ito up at 1-5-4, and 335 to down and 4591b up at 4-3-4, and 346 Ito down and 48 Ib up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-10=-20 Concentrated Loads (lb) Vert:13=274 15=-169 17=216 P E. itut,< 30-. -�3i ?.28 fa;: 305-235-4248 Florida ,-io essional Ecigineering License No. 36921 Specialr117:pEctor License No. 636 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 CJ7B Diagonal Hip Girder 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2011 Mi I ek industries, Inc. Fri Jun 1 i i:zr:au 20i8 Page i ID:SMfrZTdAP8i71 K7Nmw14LGzWiiQV-ujUVcfAyM4WZMACAxRvEV65DMA3Pc91zgKY5u5zAgs7 3-4-0 6-7-6 9-10-13 3-4-0 3-3-7 3-3-7 10 1x4 II 0-11-5(0-1-8) 3-4-0 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 TCDL 15.0 Lumber DOL 1.33 BC 0.68 BCLL 0.0 Rep Stress Incr NO WB 0.26 BCDL 10.0 Code FRC20171TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P REACTIONS. (lb/size) 9=610/0-11-5 (min. 0-1-8), 7=157/0-2-8 (min. 0-1-8) Max Horz 9=156(LC 7) Max Uplift9=-981(LC 3), 7=-184(LC 7) Max Grav9=1158(LC 37), 7=547(LC 24) DEFL. in (loc) Vdefl L/d Vert(LL) -0.05 8-9 >999 360 Vert(CT) 0.05 8-9 >999 240 Horz(CT) 0.01 7 n/a n/a Scale = 1:17.9 2x4 II •••• • • 3x4 = • • • • •0-2-8(0-1-Ib)• • • • • • 00. • •• • •••• • •••••• •• • ••••% • ••••�10-13 • • • • •3-3-7 • • • • • ••••PLATES 0d0W ••*••• • •••�• T20 •�� •••••• • • = 0% • • Weight: I lb OFT BRACING- • • • • • TOP CHORD Structural wood sheathing dirNppli l or 5-9-8 op Puris, except �Ilda•rtic•Is. BOT CHORD Rigid ceiling directly applied or 4- 8 ocjracing. • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-75/193, 2-11=-597/971, 2-13=-689/450, 3-13=-673/370, 3-14=-71/16, 4-14=-67/0, 4-5=-5/0, 4-7=-192/131 BOT CHORD 10-12=-183/58, 12-15=937/604, 15-16=-937/604, 9-16=-937/604, 9-17=-937/448, 17-18=-937/448, 8-18=937/448, 8-19=-374/663, 19-20=-374/663, 7-20=-374/663, 6-7=0/0 WEBS 2-9=-671/606, 2-8=-617/1165, 3-8=-303/339, 3-7=-683/465, 1-10=-11/99, 11-12=-141/158, 10-11=-77/185, 1-12=-175/80 NOTES- 1) Wind: ASCE 7-10; W Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 981 lb uplift at joint 9 and 184Ib uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 673 lb up at 4-3-3, and 186 lb down and 202 lb up at 7-1-3 on top chord, and 169 lb down and 185 lb up at 1-5-4, and 426 lb down and 459 lb up at 4-3-3, and 346lb down and 48 Ib up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-10=-20 Concentrated Loads (Ib) Vert: 13=274 15=-169 17=216 Mahmound Z olfaghari, P.E. Consulting Engineers 13901 S. W 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Far. 305-235-4248 Florida Professional Engineering License No. 36921 Special inspector License No, 636 1063d 1JG7 Jack -Closed Girder 9 FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2011 Mi I eK Inoustries, Ir ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-fXUysCTdTmgOrOc_ 2-4-0 3-0-12 5-0-0 7-0-0 2-4-0 0-8-12 1-11-4 2-0-0 4x4 = 4 2x4 11 5 v�V 2x411 4Y,4 8 14 • • • 0-8-0(0-1-8) 0-8-0(0-1-8) 000*00 • •••••• 2-0-0 2-4-0 3-0-12 7-0-0 nnn � na�� 1_1I_A •••• Scale = 1:1 T9 •••• •••••• • LOADING (psf) SPACING- 2-0-0 CSI. 0.14 DEFL. in Vert(LL) 0.00 (loc) I/defl L/d • 0 • • PLATES • • 40M • • • • • 7 >999 360 I'AT20 ISO TCLL 30.0 TCDL 15.0 Plate Grip DOL Lumber DOL 1.33 1.33 TC BC 0.30 Vert(CT) -0.02 • • • • .2" • • • • • • 6-7 >999 240 • BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.00 6 n/a n/a • • • • • • • • = 0 k BCDL 10.0 Code FRC20171TPI2014 Matrix -MP Weight: %Ib • • • • LUMBER- TOP CHORD 2x4 SP No.2 P BRACING- TOP CHORD • • • • • Structural wood sheathing diretcV appli or 7-0-0 o6cgurlis, except LM 'M1tC s. BOT CHORD 2x6 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc racing. • 009 WEBS 2x4 SP No.2 P 'Except' • • • W3: 2x6 SP No.2 P WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/size) 8=410/0-8-0 (min. 0-1-8), 7=123/0-8-0 (min. 0-1-8), 6=1 51 /Mechanical Max Horz8=133(LC 7) Max Uplift8=-267(LC 26), 7=-195(LC 7), 6=113(LC 4) Max Grav8=458(LC 18), 7=880(LC 17), 6=332(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=40/168, 2-10=-90/398, 2-3=-59/242, 3-4=-31/252, 4-5=-0/0, 5-6=-83/50 BOT CHORD 9-12=-133/25, 11-12=-133/25, 11-13=-352/106, 8-13=352/106, 8-14=-352/9, 7-14=-352/9, 7-15=56/27, 6-15=-56/27 WEBS 2-8=-354/70, 2-7=5/263, 3-7=-143/105, 4-7=-277/81, 4-6=-46/93, 1-9=-16/115, 10-11=105/75, 9-10=39/175, 1-11=-151/44 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 8, 195 lb uplift at joint 7 and 113 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 75 lb up at 5-0-0 on top chord, and 189 lb down and 134 lb up at 3-0-12, and 185 lb down and 18 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-9=-20 Concentrated Loads (lb) Vert:7=70(F) Mahmound Lolfaghari, P.E. Consulting Engineers 13901 S. W 108 Ave. Miafrii, Fiurlda -13176 Prone 30-2`3-2428 Fax 305-235-4248 FloridaFngineering License No. 36921 No 6,36 Job Truss Truss Type Oty Ply RES: MIAMI SHORES (RC) 10638 J7 Jack -Open 12 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 2-0-0 Run: 8.l30 s Nov i3 2017 rnni. 8.130 s Nuv 13 201 i rvu i en a iuuau ieS, Mc. r L g, ID:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-mIFROrQ7QX9aNOJDgMn9,XTuBeFR1 hX3V57i6N—y., 7-0-0 7-0-0 -1-8) • • •• • sees• • sees•• Scale = 1:20.0 sees sees •ss••• • sees • •• • ,sees• •••••• •• • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Vert(LL) 0.04 (loc) 5-6 Well >999 L/d 360 • • • PLATES • • 03MP • • • • • � AT20 TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 • • • • e204g/P90 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.08 5-6 >659 240 • BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.21 4 n/a n/a sees• • • • 2g Ito FT = 0 % BCDL 10.0 Code FRC2017/TP12014 Matrix -MP :Neight: • • • • • LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 4=159/0-1-8 (min. 0-1-8), 5=29/0-1-8 (min. 0-1-8), 6=575/0-8-0 (min. 0-1-8) Max Horz6=183(LC 9) Max Uplift4=-142(LC 9), 5=20(LC 16), 6=-209(LC 5) Max Grav4=159(LC 1), 5=233(LC 22), 6=575(LC 1) BRACING- • • • • • TOP CHORD Structural wood sheathing dirk a0pliV. or 6-0-0 ociuriins. • • • • • • BOT CHORD Rigid ceiling directly applied or ID-0-0 oc bracing., e • • • •• • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-68/232, 2-8=91/276, 2-3=-411/159, 3-4=-123/62 BOT CHORD 7-9=134/374, 9-11=-134/374, 6-11=134/374, 6-12=0/0, 5-12=0/0 WEBS 3-6=4621747, 1-7=66/178, 9-10=167/134, 8-10=-77/168, 1-10=-196/60, 7-10=392/141, 2-10=-716/242 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 4, 20 lb uplift at joint 5 and 209 Ito uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zc1fagharl, P,F', Consulting Engineers 13901 S.W. i08 Ave. Miami, Fiorito 33176 Phone 305-753n2428 Fax 305-235-4248 Florida '1r ess,cnal ct n ,sing License No, 3692: �-pet•.;,-.' ,,eq .spy tZcC 10638 1J7A Jack -Open 16 7-0-0 7-0-0 6 1: 8.130 s Nov 13 YU1 / F'Mt: 6.13U S Nov 13 2U1 / MI I eK Inaustrl ID:SMfTZTdAP8i71 K7Nmwl4LGzWiOV-EypgEBRIBrHR_ • 3 1-8) Scale = 1:13.4 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud • • • • PLATES • UP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) -0.03 4-5 >999 360 • • • • 4MT20 • W"190 00000 TCDL 15.0 Lumber COL 1.33 BC 0.59 Vert(CT) -0.08 4-5 >661 240 • • • • • • • • • • • 000000 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.11 3 n/a n/a - BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP • • • • lNeight: 22 Ib • FT = O% • LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P REACTIONS. (lb/size) 3=159/0-1-8 (min. 0-1-8), 4=29/0-1-8 (min. 0-1-8), 5=575/0-8-0 (min. 0-1-8) Max Horz5=11O(LC 5) Max Uplift3=-112(LC 9), 4=-18(LC 16), 5=-328(LC 5) Max Grav3=159(LC 1), 4=233(LC 22), 5=575(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-18/72, 2-7=-245/94, 2-3=-63/34 BOT CHORD 6-8=67/62, 8-9=81/224, 5-9=81/224, 5-10=0/0, 4-10=0/0 WEBS 2-5=-464/733, 1-6=-7/96, 7-8=-201/112, 6-7=-42/60, 1-8=42/44 BRACING- • • • • • • • • TOP CHORD Structural wood sheathing dir*-tly a plied or 6-04oc purlins. BOT CHORD Rigid ceiling directly applied of gyp,; o: bracing. • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3, 18 lb uplift at joint 4 and 328 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I •mound :r_'.o l)fagharl, P,E, Consulting ;: ngineers 1390! S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 1cpecia: 1„.:T= -.r` ,; (, . , . No. 636 (Job TNSS TNSS Type oty IPIy IRES: MIAMI SHORES (NU) 10638 J7B Jack -Open 6 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Jun 1 11:28:13 2018 Page 1 ID:SMfTZTdAP8i71 K7Nmwl4LGzWiiQV-j8MCRXRNx8QIciTbnmpdxyYC9SxAVbhMyPcoBFzAgrn 7-0-0 1 6 2-4-0 7-0-0 3 1-8) Scale = 1:13.4 Plate Offsets X Y -- 2:0-2-8 0-0-8 • • •' •' """ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • & ATES • • tjlY • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.03 4-5 >999 360 o • • • •IMT20 • !44/190 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(CT) -0.08 4-5 >661 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.11 3 n/a n/a BCDL 10.0 Code FRC2017/TP12014 Matrix -MP • • • • Weight: 221d ♦—i T = 0 % • • LUMBER- BRACING- • • • • • • • • •: • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing diredl"ieior 6-0-0 ovpuirats. **:so BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0L0 octracing. • • WEBS 2x4SPNo.2P •• •• •�•• ••••:• REACTIONS. (lb/size) 3=159/0-1-8 (min. 0-1-8), 4=29/0-1-8 (min. 0-1-8), 5=575/0-8-0 (min. 0-1-8) • • • • • • •••••• Max Horz 5= 1 57(LC 5) �••••• Max Uplift3=167(1_C 9), 4=-18(LC 16), 5=-458(LC 5) • • • • • Max Grav3=159(LC 1), 4=233(LC 22), 5=575(LC 1) • • • • • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • TOP CHORD 1-7=-18/72, 2-7=-292/140, 2-3=76/47 BOT CHORD 6-8=-67/71, 8-9=-127/271, 5-9=127/271, 5-10=0/0, 4-10=0/0 WEBS 2-5=509/870, 1-6=-8/96, 7-8=-219/112, 6-7=-48/60, 1-8=-42/53 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 3, 18 lb uplift at joint 4 and 458 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound 1':I,1 aghari, P.E. Consult,'r Engineers 13901 S.VV. tWS Ave. Miami, Fl: rvia 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special in•, �^f-„ f s� Jo. 636 Job Truss Truss Type City Ply RES: MIAMI SHORES (RC) 10638 J5 Jack -Open 6 1 Job Reference (optional) ut�,v inwa i,�rvirr�rvr uvi.., rnnuewn, r� uaw<, rvir,rav cur uv�,�.., 7 1X4 II ID:SMfTZTdAP8i71 K7Nmwl4LGzWiQV-MBZJOpNE7cn?Wxae_DDSEvrNDRDQgLEdp7v2-grr 5-0-7 4 ••• Scale: 3/4"=V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d • • PLATES • •dJFV • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.01 5-6 >999 360 • • • • "T20 • V /19b 000000 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(CT) 0.03 5-6 >999 240 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.17 4 n/a n/a : • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP o • • ••Weight: 20;0• F•T = 0 % • • LUMBER- BRACING- 0000 • • • 69090 • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing direcQy( VPJi%d pr 5-0-7 oc"rW',J • • % • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. •• •• • • �••• ••••�• WEBS 2x4SPNo.2P SLIDER Left 2x4 SP No.2 -P 1-&0 • • • • • • • • REACTIONS. (lb/size) 4=5610-1-8 (min. 0-1-8), 5=24/0-1-8 (min. 0-1-8), 6=515/0-8-0 (min. 0-1-8) • • • • • • • • • • Max Horz6=131(LC 9) • • • • • Max Uplift4=-81(LC 9), 5=92(LC 16), 6=-215(LC 5) • • • • • • • • • • • • • • • • • Max Grav4=56(LC 1). 5=201(LC 22), 6=611(LC 16) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-50/215, 2-8=-30/285, 2-3=-283/111, 3-4=70/32 BOT CHORD 7-9=-103/284, 9-11=-103/284, 6-11=103/284, 6-12=0/0, 5-12=0/0 WEBS 3-6=-348/587, 1-7=55/128, 9-10=91/111, 8- 1 0=-97/160, 1 -1 0=-1 82/31, 7-10=-298/108, 2-10=420/128 NOTES- 1) Wnd: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 4, 92 lb uplift at joint 5 and 215 lb uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound ZD?faghar►, P.P. Consulting Engineers 1390i S.W 108 Ave. Miamd, Florida 10� 176 Phone 305-25'3-2428 Fax 305-235-42,48 Flor0a Prolj ssic ,,;al Engineering License NO.3692: Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 15A Jack -Open 4 1 Job Reference o lional UtUU 1 KUJJ I.UMYANY INU., 1'nncelon, rL JJUJL, MANIU CJYINt INA 6 rtun. o. wv s ,vuv w �u ,1 nirn. o. ,ou s rvuv i - y= ID:SMfTZTdAP8i71 K7Nmwl4LGzWiiQV-gN7hb9Osuwvs759gYxlhm6OXhqZ?ZoRmineb2UzAgrc 3 1-8) Scale = 1:11.1 2-0-0 2-4-0 , _ 5-0-7 2-0-0 0-4-0 2-8-7 0900 • • •••• •••••• LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud • • PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) -0.02 4-5 >999 360 • • 1�T20 • •t41/T9� • • TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) 0.03 4-5 >999 240 • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.09 3 n/a n/a • :**so: BCDL 10.0 Code FRC2017/TP12014 Matrix -MP • • • • oReight: 161b •FT= 0% ••• •• • • • LUMBER- BRACING- • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing direcll)PApJllitd or 5-0-7 So pur". • • • • • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or "C61" j racing. • • • • • • 0 • • WEBS 2x4 SP No.2 P • • •• •• • • •••• •••••• REACTIONS. (lb/size) 3=54/0-1-8 (min. 0-1-8), 4=22/0-1-8 (min. 0-1-8), 5=515/0-8-0 (min. 0-1-8) • • • • • • • • • Max Horz5=79(LC 5) • • • • Max Uplift3=-74(LC 16), 4=-88(LC 16). 5=-325(LC 5) • • • • • • • • • • • • • • • Max Grav3=54(LC 1), 4=202(LC 22), 5=611(LC 16) • • : • • FORCES. (Ib) - Maximum Compression/Maximum Tension • • • • • • • • TOP CHORD 1-7=-23/74, 2-7=-172/66, 2-3=-45/15 • • • •• • BOT CHORD 6-8=-66/34, 8-9=-62/170, 5-9=-62/170, 5-10=0/0, 4-10=0/0 WEBS 2-5=-354/601, 1-6=6/97, 7-8=-53/96, 6-7=-33/60, 1-8=-42/36 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=21ft; Cat. 11, Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3, 88 lb uplift at joint 4 and 325 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmeuncl 7L faghari, P.E. Consulting Engineers 13901 S. V. 108 Ave. ivli mi, Florl!a _13176 P1%onc -iG _';-25 z •2428 Fay 305-235-4248 Florida 'Irot4s,tonal Engineering License No.36921 ,�'pprl„s 1 - ..+' , . n..7j F�F Job Truss Type Oty Ply RES: MIAMI SHORES (RC) 10639 TJ-.s Jack -Open 4 1 Job Reference (optional) c ..o—I .Luu I KuJJ I. V.1— -, , nuluewn, — oow<, rvinr�w nor'-- 6 ID:SMfrZTdAP8i71 K7Nmw14LGzWiQV-IZh3.pVPUfD1jIFk06eGwJKwiREvEIFQVGR08awzAgrp 5-0-7 5-0-7 3 1-8) Scale = 1:11.1 2-0-0 0-4-0 2-8-7 14690 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d i • •R►.ATES • 8919 • • • • : • TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) -0.02 4-5 >999 360 • • WT20 • • "/090 • • TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) 0,03 4-5 >999 240 000000 • • • • • • i • BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.09 3 n/a n/a • • • • • •Weight: 16 lb • FT = 0% • - BCDL 10.0 Cade FRC2017/rP12014 Matrix -MP LUMBER- BRACING- TOP CHORD • • • • • Structural wood sheathing directlrappli•d or 5-0-7 •c purbna. • • • • • TOP CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-%O oc gracing. ••• • BOT CHORD 2x4 SP No.2 P ••• •••• ••• WEBS 2x4 SP No.2 P •• ••• • • • •••• •••••• REACTIONS. (lb/size) 3=5410-1-8 (min. 0-1-8), 4=22/0-1-8 (min. 0-1-8), 5=515/0-8-0 (min. 0-1-8) • • • • • • • • • Max Horz 5=112(LC 5) • • • • Max Uplift3=-79(LC 9), 4=-88(LC 16). 5=-441(LC 5) • • • • • • • • • • Max Grav3=54(LC 1), 4=202(LC 22). 5=611(LC 16) • • • • • • FORCES. (Ib) - Maximum Compression/Maximum Tension • • • • • • • • • • • TOP CHORD 1-7=29/74, 2-7=-202/96, 2-3=-45/21 •• • BOT CHORD 6-8=-66/38, 8-9=-95/204, 5-9=-95/204, 5-10=0/0, 4-10=0/0 WEBS 2-5=-381/699, 1-6=-6/97, 7-8=-63/96, 6-7=-38/60, 1-8=-42/43 NOTES- 1) W nd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, C8A, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3, 88 lb uplift at joint 4 and 441 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mahmound Zolfaghari, RE. Consulting Engineers 1390 1 S. `•,V. 108 Ave. 'Aian;i, Florida 33176 Phone 305-253-2428 Fax 305_235-4248 Florida Professional Engineering License No. 36921 E'peei,.;j nin. 636 10639 Truss JG3 Jack -Closed Girder ., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2011 MI I eK Industries ID:SMfrZTdAP8i71 K7Nmwl4LGzWiiQV-BKwaetS?iSY9Es2n 2-4-0 3-0-0 5-0-0 2-4-0 0-8-0 2-0-0 2-0-0 3 4x6 - 4 2x4 II Zx9 I I- 0-8-0(0-1-8) 8 Page 1 AMjizAgr Scale = 1:11.7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2017/TPI2014 CSI. TC 0.16 BC 0.12 WB 0.08 Matrix -MP DEFL. in Vert(LL) 0.00 Vert(CT) -0.00 Horz(CT) -0.00 (loc) Weft Ud 6 >999 360 6 >999 240 5 n/a nla • • PLATES • • P • • • • J W20 • /14 • • • • • • • • • • ••Weight: 30 jp• F•T = 0% • • 000000 • • • • • • LUMBER- BRACING- TOP CHORD • • • • • • • Structural wood sheathing direc4y VpJiV pr 5-0-0 ocp"j, except 00000 ewArg'W11. TOP CHORD 2x4 SP No.2 P BOT CHORD 2x6 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-Ooc boang. • • WEBS 2x4SPNo.2P •• •• •••• •••••• • WEDGE •••••• • • Left: 2x4 SP No.2 • • • • • • • • •••••• REACTIONS. (lb/size) 5=-40/Mechanical, 7=369/0-8-0 (min. 0-1-8) • • • • • • • • • • • Max Horz7=80(LC 30) Max Uplift5=-176(LC 18), 7=334(LC 3) • • • • • • • • • • • Max Grav5=209(LC 22), 7=619(LC 18) • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9= 40/164, 2-9=100/391, 2-3=-103/227, 3-4=-0/0, 4-5=-83/49 BOT CHORD 8-11=131/27, 10-11=-131/27, 10-12=344/113, 7-12=-344/113, 7-13=-344/55, 6-13=-344/55, 6-14=-251/103, 5-14=251/103 WEBS 2-7=-352/153, 2-6=112/232, 3-6=308/84, 3-5=-136/333, 1-8=-15/113, 9-10=-95176, 8-9=-42/172, 1-10=148/46 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11, Exp C. End., GCpi=0.18; MWFRS (envelope); cantilever left exposed , Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load, #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 5 and 334 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 Ito down and 276 lb up at 3-0-0 on top chord, and 84 lb down and 190lb up at 3-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 6=94 3=110 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.V. 108 Ave. Miami, r orida 33176 Phonf, s?5-24,,' 2423 Fw. 305-235-4248 Fior;4a ;,i. > .. ? r a,'ntNQring License No. 36921 Job Truss Truss Type Qty Ply RES: MIAMI SHORES (RC) 10638 J3 Jack -Open 6 1 Job Reference o iional UCI.0 IKUJJ UUNI—INT IIVU., rnnGClOn, rL JJV JZ, NWRIU CJrI1VCIRA LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 7 SPACING- 2-0-0 CSI. Plate Grip DOL 1.33 TC 0.36 Lumber DOL 1.33 BC 0.44 Rep Stress Incr YES WB 0.12 Code FRC20171TPI2014 Matrix -MP 1D:SMfrZTdAP8i71 K7Nmwl4LGzWiQV-ycuAmoLMghPRfrs3J5glcGDw7DFcd_BA69gNvjzAgru 3-0-7 3-0-7 Scale: 1"=1' 2-8-0 4 ••• DEFL. in (loc) I/deft L/d • • RATES •DRIP Vert(LL) 0.00 6 >999 360 • • • • •jv1T20 • •441/19P Vert(CT) 0.00 6 >999 240 • Horz(CT) 0.04 4 n/a n/a • • • • • • • 000 •Weight: 141b• Fr = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 P TOP CHORD BOT CHORD 2x4 SP No.2 P BOT CHORD WEBS 2x4 SP No.2 P SLIDER Left 2x4 SP No.2 -P 1-6-0 REACTIONS. (lb/size) 4=-198/0-1-8 (min. 0-1-8), 5=-234/0-1-8 (min. 0-1-8), 6=759/0-8-0 (min. 0-1-8) Max Horz 6=79(LC 9) Max Uplift4=-198(LC 1), 5=-234(LC 1), 6=-371(LC 5) Max Grav4=84(LC 5), 5=108(LC 5), 6=759(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=38/76, 2-8=-4/89, 2-3=-150/63, 3-4=-98/120 BOT CHORD 7-9=-61/170, 6-9=61/170, 5-6=0/0 WEBS 3-6=-405/694, 1-7=-16/35, 9-10=-118/118, 8-10=-84/89, 1-10=-55/29, 7-10=177/64, 2-10=160/35 Structural wood sheathing direct,(y ap�ligd or 3-0-7 ocpjrtjnjs. Rigid ceiling directly applied or ib�0•p :racing. • • •• •• •••• •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 4, 234 lb uplift at joint 5 and 371 lb uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting_, Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Profess;onal Engineering License No. 36921 EpeCi ,t Ir . — . , . *Jn 036 Job Jo63$ Truss Qty Ply RES: MIAMI SHORES (RC) J3A P'u-sSOT-11:101 4 1 Job Reference (optional) 6 ID:SMf-rZTdAP8i71 k7Nmw14LGZWQV-ycuAmoLMghPRfrs3J5glcGDuVDDFdzyA69gNvjzAgru 3x6 II 22x4 II 3 3-0-7 -8) • •• Scale = 1:8.3 • • LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud • • PLATES • QW • I9 0 • TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) 0.00 5 >999 360 • • • • OVT20 • 4?44/ *so*:* TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(CT) 0.00 5 >999 240 • BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 3 n/a n/a so:** • Weight: 1� = 0 % • • • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP 0000 LUMBER- TOP CHORD 2x4 SP No.2 P BRACING- TOP CHORD ••••• • •••• Structural wood sheathing directl plied or 3-0-7 ocgudins. directly ot1Uty�bracing. • • • ••••• • • • • • • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling applied • • WEBS 2x4SPNo.2P •• •• •••• •••••• • REACTIONS. (lb/size) 3=-209/0-1-8 (min. 0-1-8), 4=223/0-1-8 (min. 0-1-8), 5=759/0-8-0 (min. 0-1-8) • • • • Max Horz 5=47(LC 5) • • • • • • • • • • Max Uplift3=209(LC 1), 4=223(LC 1), 5=-543(LC 5) • • • • • • • • • • • Max Grav3=144(LC 5), 4=168(LC 5), 5=759(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • TOP CHORD 1-7=-28/20, 2-7=-95/39, 2-3=65/100 BOT CHORD 6-8=-1/17, 5-8=-37/102, 4-5=0/0 WEBS 2-5=-423/780, 1-6=2/0, 7-8=-74/56, 6-7=-22/5, 1-8=-11/26 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 3, 223 lb uplift at joint 4 and 543 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 390 ` S. W. 108 Ave. Malriorid^ 33I� Phone IX2.�J-2428 Fa;; 305-235-4248 Florida Professional En Special Inspector Li S t y Job Truss Truss Type city Ply RES'. MIAMI SHORES (RC) 1063fS J3B Jack -Open 4 1 Job Reference (optional) ID:SMtTZTdAP8i71 K7Nmw14LGzWiQV-QoRZz7M_b?XHGdQFtoB_8Um2PdYhMQwKLpQxR9zAgrt 3-0-7 1 2x4 II 2 3 6 0 c? 0 -8) ••• Scale = 1:8.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • PLATES • • 40RIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) 0.00 5 >999 360 • • • • 61T20 • �44/1:0 000900 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) 0.00 5 >999 240 • BCLL 0.0 Rep Stress Incr YES W3 0.16 Horz(CT) 0.04 3 n/a n/a • • • • • • Weight: 1416 fT = 0% • • • • • • • • BCDL 10.0 Code FRC2017/rP12014 Matrix -MP • • • • LUMBER- BRACING- • • • • • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing diregt dIW6e� or 3-0-7 04 guvigs. • • • • • • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-�-0 oq�bracing. • • WEBS 2x4SPNo.2P •• •• •••• •••••• • REACTIONS. (lb/size) 3=-209/0-1-8 (min. 0-1-8), 4=-223/0-1-8 (min. 0-1-8), 5=759/0-8-0 (min. 0-1-8) • • • • Max Horz5=67(LC 5) • • • • • • • • • • • • • • • Max Uplif13=-209(LC 1), 4=-223(LC 1). 5=711(LC 5) • • : • • Max Grav3=187(LC 5), 4=214(LC 5). 5=759(LC 1) • • • •• • •• • • • • • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • TOP CHORD 1-7=-34/26, 2-7=-110/54, 2-3=-65/110 BOT CHORD 6-8=-1/17, 5-8=-57/122, 4-5=0/0 WEBS 2-5=-423/884, 1-6=-2/1, 7-8=-98/80, 6-7=-25/7, 1-8=-16/31 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C. Part. End., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW=RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 3, 223 lb uplift at joint 4 and 711 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard Mahmound ZiA1aghari, P.E. Consulting Engineers 1390, -S., 108 Ayr--. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Protessional Engineering License No. 36921 Job Truss Type Qty PlyRES: MIAMI SHORES (RC) 10638 FT-,., Jack -Open 1 1 Job Reference o tional uMuu I RUoJ V VIVIrIiIV i n '., runww , — _ 3-0-0 3-0-0 7 I D: sMfrZTdAP 8i71 K7 N mwl4 LGZ WiQV-u_?xATN CM IfBu n? R R W D h h I Ga 1 wO5 ueTaT9UzczAg rs 4 Scale = 1 11.8 2-8-0 3-0-0 1 2-8-0 0.4-0 0000 Plate Offsets X — 1:0-2-8 0-0-4 3:0-3-00-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • ;LATES • • "W • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 Vert(LL) 0.00 6 >999 360 • • • • WT20 • a44/1:0 • • • • • • TCOL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) 0.00 6 >999 240 • BCLL 0.0 Rep Stress Incr YES WB 0.13 Matrix Horz(CT) C.04 4 n/a n/a 00000 • 13•Ilj :T = 0 % • • • • • • BCDL 10.0 Code FRC2017/TPI2014 -MP • • • •Weight: LUMBER- BRACING- 0000 • • • 90000 TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing direi10-�-0 tly ppre or 3-0-0 oc purlins. • • • • • • • • • • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or racing. • • WEBS 20SPNo.2P •• •• •••• •••••• SLIDER Left 2x4 SP No.2 -P 1-6-0 0• REACTIONS. (lb/size) 4=-212/0-1-8 (min. 0-1-8), 5=-250/0-1-8 (min. 0-1-8), 6=786/0-8-0 (min. 0-1-8) • • • • 0000 • • Max Horz 6=78(LC 9) • • • • • Max Uplift4=212(LC 1), 5=-250(LC 1), 6=-385(LC 5) • • • • • • • • • Max Grav4=91(LC 5), 5=115(LC 5), 6=786(LC 1) • • • • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • TOP CHORD 1-8=-40/77, 2-8=-7/90, 2-3=148/63, 3-4=103/129 BOT CHORD 7-9=-61/168, 6-9=61/168, 5-6=0/0 WEBS 3-6=-416/713, 1-7=-18/35, 9-10=-119/120, 8-10=84/88, 1-10=55/31, 7-10=-175/64, 2-10=-154/33 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=21ft, Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 4, 250 lb uplift at joint 5 and 385 lb uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. LOAD CASE(S) Standard l �Sr Miami, Fi:Js,7d 33176 Phone 305-253-2428 Fa;: 30' 235-4248, Florida Professional Engineering License No. 36921 Special t;tspector Li enrt- No. 636 Job Truss Truss TypeJack-Open Dry Ply (RC) 10636 [ES:IVIAMISHCRES ob Reference (optional) ID:SMffZTdAP8i71 K7Nmwl4LGZWQV-u_?xATNcMlf8un?RRWiDhhtCV1tB5u_TaT9UzczAgrs 5-0-0 1 4 1-8) Scale = 1:15.6 6 1x4 II 2-0-0 2-4-0 5-0-0 2-0-0 0-4-0 2-8-0 • • • • Offsets X 1:0-2-8 0-0-4 _Elate • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • PLATES • "IP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.01 5-6 >999 360 • • • • WT20 • 144/10%0 • • • • i • TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(CT) 0.03 5-6 >999 240 • BCLL 0.0 Rep Stress Incr YES W3 0.10 Horz(CT) -0.17 4 n/a n/a 100000 • • • BCDL 10.0 Code FRC2017/TP12014 Matrix -MP • • • •Weight: 2t:1� = 0% • +++++ LUMBER- BRACING- • a • • • • • • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directl applied or 5-0-0 oc puriins. el acracing. • • • • • • • • • • • BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or• • WEBS 2x4SPNo.2P •♦ •• •••• •••••• • SLIDER Left 2x4 SP No.2 -P 1-&0 REACTIONS. (lb/size) 4=53/0-1-8 (min. 0-1-8), 5=-25/0-1-8 (min. 0-1-8), 6=515/0-8-0 (min. 0-1-8) • • • •• ••••• 0400 • • Max Horz6=130(LC 9) • • • • • Max Uplift4=-80(LC 9), 5=-95(LC 16). 6=216(LC 5) • • • • • • • • • Max Grav4=53(LC 1), 5=200(LC 22), 6=613(LC 16) • • • • • • • FORCES. (Ib) - Maximum Compression/Maximum Tension • • • TOP CHORD 1-8=-50/215, 2-8=-29/285, 2-3=-281/110, 3-4=-70/31 BOT CHORD 7-9=102/282, 9-11=102/282, 6-11=-102/282, 6-12=0/0, 5-12=0/0 WEBS 3-6=-347/585, 1-7=-54/128, 9-10=-92/111, 8-10=-98/160, 1-10=-182/31, 7-10=-296/107, 2-10=-415/126 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW=RS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verily suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 4, 95 lb uplift at joint 5 and 216 lb uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Mai. ,to'trlrai Z .1ag hari, P.E. Consulting E1gireers 13911 c W • r; Aue. Mi3Ini, Fio r is i 176, Phor':- 3iJ>-? 423 Fa,; 305-235-4248 Florid; =t r r;t. ; 1e-i;,_, License No. 36921 rip. Job Truss Truss Type Oty Ply RES. MIAMI SHORES (RC) 10638' J1 Jack -Open 6 1 Job Reference -(option- al UtGU IKUOJ UUMrANT im,., rrince[on, rL JSUJL, MAMtV CJruVCirtH I—.v.—aiwvw-1rnin...iw awvv i.. <v„,.,,,��,, ,....�,,,�.., �„,,,.�� -.. ..- _�_. 1D:SMfrZTdAP8i71K7Nmw14LGzVVIOV-?DmOL6K5l' 9jP ig&6eHXr8fNOfl95cufrBHggzAgrw 1-0-7 1-0-7 5.00 f 12 2 Scale: 1.5"=1' 1-0-7 1-0-7 **so • sees sees•• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd • PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) -0.00 4 n/r 180 • • RIT20 e"1190 • TCDL 15.0 Lumber DOL 1.33 BC 0.02 Vert(CT) -0.00 (T� 3 n/r 120 sees• • • • •• 0 • sees•• BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a • BCDL 10.0 Code FRC2017ITP12014 Matrix -MR • • • • Weight: 4 lb a FT = 0 % • • LUMBER- BRACING- • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directl� 419pNed or 1-0-741)c pulli•s, except end oWieals. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied ork,",N Vacing. • • • • • • 0 • e • WEBS 2x6 SP No.2 P • • • • •e e• ••e• sees•• REACTIONS. (lb/size) 3=0/0-1-8 (min. 0-1-8), 2=87/0-1-8 (min. 0-1-8) • • 0 • • • • 0 • Max Hor73=-40(LC 1), 2=40(LC 1) • • • • Max Uplift2=-56(LC 9) • • • • • • • • • • Max Grav2=87(LC 1) • • sees•• • • • • • • sees•• FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • TOP CHORD 1-4=0/16, 1-2=-54/68 e e • • • • BOT CHORD 3-4=51/62 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=21ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Extehor(2) zone;C-C for members and forces & MVvFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 2. LOAD CASE(S) Standard Mahmound Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248. Florida Professional Enginewl% !4--ft. 3M.' Special Inspector Licens 1, Job Truss Truss Type Qty Ply MIAMI SHORES (RC) 10636 J 1 A JACK -OPEN 8 1 �RES: Job Reference (optional) u�uv i rtwa u�mrnry � nv nnuc� � aovo<, inrtw wruvor.n 4 ID:SMtTZTdAP8i71 K7Nmwl4LGzWiiQV-TPKoYSKk3NHa1 JHsIN9W33hpip?muYs1 uVxgMHzAgry 1-0-7 1-0-7 3.00 12 5 2 1-8) ••• Scale = 1:6.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2017/TP12014 CSI. TC 0.09 BC 0.03 WB 0.00 Matrix -MP DEFL. in Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 (loc) Vdefl Ud 6 n/r 180 6 n/r 120 n/a n/a 0• BATES GRIP • • AT20 •12%1114 a • • • • • • • • • 0 • • • eteight: 3 lb • FT = 0 % • • • • • • • • • • • • • LUMBER- BRACING- • • • • • TOP CHORD 2x4 SP No.2 P TOP CHORD Structural wood sheathing directlf �rIPed or 1-0-7 ac pu&%. • • • •' BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling direct) applied or din00000•• 9 9 Y PP `i-a i� 9 • • • • REACTIONS. (lb/size) 3=-0/0-1-8 (min. 0-1-8), 2=113/0-1-8 (min. 0-1-8) • • • • 0000 0000• Max Horz3=-127(LC 1), 2=127(LC 1) • • • • • • • • Max Uplift2=-72(LC 5) • • • • Max Grav2=113(LC 1) • • • • • • • • • • • • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • • TOP CHORD 1-5=-15/14, 2-5=-170/159 • • • • • • • • • • • BOT CHORD 4-6=-31/32, 3-6=-152/178 • • • WEBS 1-4=-8/11. 5-6=-32/59, 4-5=-25/24, 1-6=-30/38 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=21ft, Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center 3) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 2. LOAD CASE(S) Standard P.E. 13` % I'Aia.mi, Florida'13176 Phone 305-253-2428 Fax 305-23S-4248 Florida Professional E.ng� 36921 Special Inspector Lice STANDARD LATERAL WEB BRACING TRUSSES ®24" O.C. TYP. 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN e EXCESS OF 4600 lbs. REQUIRES x 26 #3 OR BETTER. NOTE: PROVIDE X-BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 lbs. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED LATERAL BRACING DETAIL RIGID POINT OR X-BRACED AS NOTED ON THIS DETAIL. _— ALT. LATERAL BRACING DETAIL TRUSSES ® 24" O.C. TYP. WITH i®6" • • •••• •••••• • • • GG • • • • • • • 0000 .. --105•® 6" • .. .0►6�i>iP. •••• • • • • •• •• •••• T—BRACE SAME IZE ,P.A&:*CRADE AS 74EE3. • • • WEB (£x6 M X*.),GO • • • WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 Mahmoud.,ZolTaghori 13901 S.W. 108 -Ave. T.0...... SEE STRUCTURAL SHEET. Revised: Miami, Fi.. 33176 / B.0...... SEE STRUCTURAL SHEET. 7/7/94 3 0 5 — 2 5 3 — 2 4 2 8 — WEBS...SEE STRUCTURAL SHEET. 03/2012 P.E. No. 36921 / (/ IJo LOADING PLF L. D. STR. N B : 3H. DRAWN BY: G.L.H. � T.C. 30 15 CHECKED BY: J.A.I. �—l�� B.C. 0 10 SPACING: 24 INCH O/C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND T-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) -16D NAILS AND USE USP RT8A (UR) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP • .... 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WJ'I i THRM (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP A-C-T f)F & • • BOTTOM. '••�� • 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER. QV.DOTTQW. CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AAD USE 5W • • RT8A (L/R) HURRICANE CLIP AT TOP • • • • • • ' 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGAR.06� BOITPM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE W. RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals Fnr nnilinu and nroner use of hangers. Hanger / Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number FL17243-R1 RT8A — Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest bad values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC and 2012 IRC building codes that discuss the use of products contained in this catalog. L We strongly encourage you to consult with Y a qualified design professional to review 9 the exact requirements of the relevant code 0 references for your project. a Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Listing Code Ref. lCC ESR-2266 1 ESR-3444 2 ESR-1678 3 ESR-1702 4 ESR-3445 5 ESR-3446 6 ESR-1970 7 ESR-3447 8 ESR-2685 9 ESR-3448 10 ESR-3449 11 ESR-2761 12 ESR-2787 13 ESR-3455 14 ESR-3456 15 ESR-2089 16 ESR-2362 17 ESR-2526 19 ESR-3768 20 ESR-3847 21 ESR-3754 22 IAPMO-UES ER ER-0200 30 ER-0201 31 ER-0311 32 ER-0473 33 €LA)DOS LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR 25759 R6 RR 25753 R7 RR 25976 R8 RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 1R17 0-USP STRUCTURAL CONNECTORS Mnek -- ode Agency Approval Listing Code Ref. f State of Florida Product Approvals • • • ..••.. . • .: • • • • • • •" • • : • • • • • • . • • : • • • • • • FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL578 F9 FL17247 F10 FL17248 F11 FL17249 F12 FL17324 F14 FL17325 F15 FL17680 F16 FL17A§ • • • F17 FL20872 F18 • • FL1(ll�$ • 1Q. FL1247 • F23 FL2 S • F23' FL56'31 • • F25• FL6N3 • • F26 FL17229 • F28 FL17Q31 • F29• FL17219 F31: FL1701 • • . F32 FL17230 F33 FL17246 F35 Prescriptive Code — 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity -- 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC-ES — ESR reports: http://www.icc-es.org/Evaluation_Reports IIAPMO Uniform ES — ER reports: www.iapmoes.org/EvaluationReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: wwwflndrinhnildinn nrn/nr A Plated Truss /� HHC / HJC / HJHC / HTHJ Hip/Jack Connectors U SP" STRUCTURAL CONNECTORS MTek HHC — Designed to support hip/hip truss/rafter.°--- Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand } - applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart L Codes: See page 11 for Code Reference Chart Typical HJC/HTHJ installation Installation: • Use all specified fasteners. See Product Notes, page 17. � y 4f .ri�th t 45,E 45- ..4 - ° 45°— �Ot*.•15° Typical HJC/HTHJ installation top view Typical HHC . • • • Typicar AJHC • installation top view installation top view •, 0000 H��r ,i`• 4`a f f •••••��i; ••••• i_. J.F-••••• 0.000 H •••••�" / S _• 3-`" 1/410-1/py•t3-1/4 � 5-`• • • • • HJC HTHJ HHC •..' HNC• • •• • FastenerSchedul' DF/SP S-P-F Allowable loads (I.bf Allowable Loads (lbs.)' Supported Member Supporting Member per per Floor Root ' Floor Roof Uprdt' USP Steel H Code Qty Type Qty Qty Oescriplion Stock No. Ref. No. Gauge m Type 100% 115% 125% 160% 1. 115% 125% 160% Ref. LTHJA26, f 2 x bright/left HJC26 THJA26, 12 1 5-3/8 I 16 I 16d 5 7 10d 2385 I 2740 I 2980 I 1840 I 2180 2510 I 2725 1955 Ra. THJU26 F5 _ix 8 right / left HJG28 - 12 7-1/8 20 16d 6 8 1 10d 1298013425135051 1840 2725 2855 2855 1965 2 x 6 terminal HHC26 LTMJA26' 12 5-7/16 20 16d 5 - 10d 3100 3505 3505 2130 2725 2WO 2CM 1870 THJA26 2 x 8 terminal HHC28 12 7-3/16 24 16d 6 10d 3505 3505 3505 2410 28M 2805r2WS 1= 130 2x6terminal HJHC26 - 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 2410 2725 2815 1935 2x8terminal HJHC28 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 2410 2820 2820 1940 2 x 6 terminal HTHJ26-18 - 18 5 16 16d 7 5 16d 2190 2520 2740 1790 1920 2110 1225 10, R8, F5 HJC Specialty Options Chart Option Hip Truss Skew Range 30' to 60' Allowable Loads 100% of table load Add S14 angle of hip Ordering required, to product number. E)L HJC26-SK55 F/d, Specify angle_ ©� (60' max) _� Typical HJC (skewed) installation with altamnta clraw anala tnn Wow 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" V I H 4 Varies `•'/ 8"max. width HJC (skewed) Hangers SKH / SKHH Skewed 450 Hangers 0 D .f i y P W H I W Typical SKH26L installation SKHH210L SKHH21OL-2 left skew left skew left skew -0-USP STRUCTURAL CONNECTORS MiTek AVAILABLE IN LE151-0s COAT Fastem Scbedtde OF/SP S-P-F Dimensions(m) ABowabk: lords (.6s,) AlMwabte Loads Wm) Header .foist Fkar Roof UpOW Flw Roof I upitW 0 t Code Bearn/.lolst USP 100% 115% 1259E 160% 100% 115% 125% 160% She Stock No. Ref. No. Ga. W N D Uty Type Qty Type coi ¢ Ref. 2 x4 SK124L/R SURIL24 16 1-9/16 3-1/4 1-7/81 4 t 16d 14 1 10dx 1-1/2 510 5101 5101 565 305 1 395 1 395 440 6,R11, SKH26L/R SURl1-26 16 1-9/16 5-1/4 1-7/81 6 1 16d 6 10d x 1-1/2 830 890 890 1 1085 700 700 700 No F3 2 x 6-8 SKHH26L/R 14 1-5/8 5-1/8 3-1/41 18 16d (12 10dx 1-1/2 11150 19Et1 19M 885 1555 1555 1555 695 130 SKH28L/R 1-9/16 7-1/4 1-7/8 10 16d 8 10dx 1-12 1380 1465 1465 1360 1160 1160 1160 1075 6,R11,F3 2x 8-12 SKHH28L/R _rj4 SUM210, 1-5/8 1-9/16 7 3-1/4 26 16d 16 10dx 1-12 2■5 2780 Z790 1260 2115 2200 2200 995 130 SKH21OL/R 9 1/4 1-7/8 14 16d , 10 10dx 1-12 1790 1790 1790 1565 1425 1425 t 1425 1245 6, R11, SUR2214 2 x 10-14 SKHH210L/R — 114 1-5/8 9 — 4-1/4 34 16d — 20 10d x1-12 2935 2935 2935 1520 2330 23304 2330 1216i • • •130 1-3/4 x SKH1720UR SUR/L1.81/9 16 1-13116 9-1/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 41695 1•M 1245 1• • •�• 9-1/4-14 • •+ • 1-3/4 x �172� SUR/L1.81/11, 16 1-13/16 11-1/8 1-7/8 16 10d 10 10d x 1-12 1855 2135 2320 1565 • 1635 • • • f �80 • • 2040 1245 ' •"1 • 17-1/4 -18 Sl1RlLY.81/14 2 - 2-18 x SKH2O20L11 SLRUL2.06/9, 1s6Z-1/8 9 1-7/8 14 10d 10 10dx1-1/2 1625 1970 2030 1565 143�!(i61•1715 123Vi•• 9-1l4-14 SUR/L2.1/9 5 �(�(� 16-5 1880� • • • • 0 1235 • • • f • 2- 2-1/8 x 11-1/4 -18 SKH2O24L/R SUR/L2.06/11, SUR/L2.1/11 i !! 16 1 2-1/8 11 1-7/8 16 10d 10 10d xl-12 1855 2135 2320 1565 • 2-1/4 - 2-5116 x S10020L/R SUFVL2.37/9 16 2-3/8 8-7/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2= 1565 14•30T601715 1 j I m 0 I 9-1/4-14 2-1/4 - 2-5/16 x 11-1/4-18 SKH23241JR SURA2-37/11, SUR/L2-37/14 16 2-3/8 10-7/8 1-7/8 16 10tl 10 tOd x1-12 1855 2/35 2320 1565 • 1635.1 ZPy10 1235• !• 6, 3 x 6-8 SKH36L/R 16 2-9/16 4-3/4 1-3/8 6 16d 6 10d x 1-1/2 830 950 1025 1085 725 830 0830 980 R11, 3 x 8-12 SKH38UR 16 2-9/16 6-3/4 1-3/8 10 16d 8 1 10dx 1-12 1380 1585 1585 1360 1210, 1 1240 • F3 3 x 10-14 SKH310L/R 16 2-9/16 8-3/4 1-318 14 16d 101 10dx 1-12 1930 2220 2250 1565 1780 2D451 2090 1245• • • 3 x12-14-16 SKH312L/R 16 2-9/16 10-3/4 1-3/8 16 16d 101 10d x1-12 2210 2500 2500 1565 2035 2190 2190 1245 2-12 x SKH252dJR UWL2.r� 16 2-9/16 8-5/8 1-7/8 14 10d 10 10d x1-12 1625 1870 2030 1565 1430 1645 1705 1230 9-1/4-14 2-12 is SKH2524L/R SURIL2.56/11, 16 2-9t16 10-314 1-7/8 16 10d 10 10d x 1-1/2 1855 2135 2320 1565 1535 1ti60 2040 1230 11-1/4 -16 SUWt2.56J14_ 2-11/16 _ 2 9-1l4-14 SKH2620L/R — — 16 8-11/16 1-7/8 14 10d 1011 10dx1-12 1625 1870 2030 1565 1430 1645 1705 1230 2-5/8x1/4-16 SKH2624L/R — 16 2-11/16t10-11/16 1-7/8 16 10d 10 10dx 1-12 1855 2135 2320 1565 1635 1880 2040 1230 SKH26UR-2 ' SUR/126-2 16 3-1/16 4-12 1-38 6 16d 1 6 Ind 830 950 1035 1115 M 05 80 SW (2)2 x 6-8 SKHH26L/R-2 HSUR126-2 14 3-1/16 5-1/4 2 12 16d 4 16d x 2-1/2 1650 2D40 2040 US 1495 1495 1495 650 130 SKHH26UR-21F HSUR/LC26-2 14 3-1/16 5-1/4 2 12 16d 4 16dx2-12 2x 8-12 SKH28L/R-2 ' 16 3-1/16 6-1/2 1-3/8 10 16d 8 10d 1380 1585 1725 1360 1210 1395 1515 1065 6, SKH210UR-2 ' SUR/L210-2 16 3-1/16 8-12 1-3/8 14 16d 10 10d 19M 2220 2415 1565 16% 1950 2120 1235 R11,F3 (z) z x 1014 sKHH210L/R-2 HSUR11210-2, HSUR/L214-2 14 3-1/16 a 12 z 20 16d 6 16dx2-12 3l■i 3475 3695 2280 2583 2745 2745 1695 130 SKHH21OLIR-21F HSUR/LC210-2 14 3-1tl6 8-12 2 20 16d 6 16d x 2-�E2255 (2)2x 12-16 SKH212L%R-2 ' SURIL214-2 16 3-1/16 10-12 1-3/8 16 16d 10 tOd 2575 2600 1565 1940 2230 2405 1235 3-1/2x8-14 SKH410UR " SUR/L410 14 3-9/16 8-12 2-12 16 16d 10 16d 2540 2540 1565 19% 1 2290 2400 1215 6, 3-12 x12-18 SKH414L/R ` SUR/L414 14 3-9/16 12-12 2-1/2 22 16d 10 16d 3100 3565 3880 1565 2740 3150 34251 1215 1 R11, SKH46L/R ' 14 3-9/16 4-3/4 2-12 10 16d 6 1 16d 14101 1590 1590 1355 1225 1225 1225 1tt50 F3 4x 6-8 SKHH46L/R _SUR/L46 HSUR/1,46 14 3-9/16 5-1/4 2-1/2 12 16d 6 16d I 18M 2040 2040 985 1490 1490 1493 650 —!J 130 I SKHH46URff HSUR/LC46 14 3-9/16 5-1/4 2-1/2 12 16d 6 16d _ SKH41OLIR ' SUW1410 14 3-9/16 8-12 2-12 16 16d 10 16d 2255 25401 25401 1565 1995 2290 24M 1215 6,R11,F3 4x 10 14 SKHH410LIR HSUR/L410 14 3 9/16 8-12 2-12 20 16d 10 16d 3080 3475 305 2220 2580 2735 2735 1690 130 SKHH410L1RIF HSUR/LC410 1565 2740 3160 1 1215 _t 6,R11,F3 14 3-9116 1 8-12 2-12 20 16d 10 16d SKH414L/R ` SURIL414 14 -3-9/16 12-12 2-12 22 16d 10 16d 3100 3565 3880 3425 SKHH414UR HSUR/L414 14 3-9/16 j 12-12 1 2-1/21 26 1 10 1 16d 4005 4515 4650 2280 1 3520 3740 3740 1835 130 4x14-18 16TI I SKHH414URIF HSUR/LC414 14 3-9116 1 12-12 1 2-1/21 26 1 16d 1 101 16d 1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-12 nails are 0.148" dia. x 1-12" long, lod nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-12" long. 17 Stainless Steel In Gold Coat Miter cut required on end of joist to achieve design loads. ox unr_ =T,49. 7inr 2 a Truss & Rafter } HC / HCPRS / HHCP / LFTA / RT Rafter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. VUSP" STRUCTURAL CONNECTORS MiTek Stock No. Ref. No. Steel Gauge Fastener Schedule OF/SP Allowable Loads (Lbs.)' S-P-F Allowable Loads (tbs.)1 w � Code Ref. Truss/Rafter Plate Stud UpIHt 160% Lateral Uplift with 8d x 1-1/2UpintSd 160% x 1-1/2' F1 1G0% F2 160% 1 MLat"WllpHftWithIISP Qly Type 0ty Type illy Type 160% 160% RT3A H3 18 4 8d 4 8d — — 610 190 1 190 610 1 525 160 1 160 525 13 RT4 H4 18 4 8d 4 Bd — — 410 215 215 410 345 180 180 345 10 RT5 H5 18 4 4 8d — 540 265 265 540 450 225 225 450 �' F5 RT6 HS24 18 8 10�1-1 6 10dx 1-1/2 — — 665 800 800 665 560 670 670 560 RT7 — 18 5 5 8d 585 195 195 585 495 160 160 495 _ RT7A H2.5A 18 5 8d 5 8d 670 210 210 670 565 175 175 565 MAT H2.5T 18 5 8d x 1-1/2 5 8d x 1-1/2 555 210 210 555 465 180 180 465 F18 RTBA H8 18 5 10dx1-1/2 5 10dxl-1/2 -- — 775 215 215 775 650 180 180 650 RT10 H2,H2A 18 6 Bd 8 8d 6 8d 585 195 195 585 495 160 160 495 10, RT15 H1 18 5 8d x 1-1/2 5 8d — — 530 500 340 530 445 285 410 445 R8, RT16A i H��' 18 9 = 10d x 1-12 8 10d 1380 800 fi45 1380 1760 670 545 1160• • RT16AR MAR 18 9 10d x 1-1/2 8 10d -- — 1380 800 645 1380 1160 G70 565 1160• • • 130D • ffrl &2 H10-2 18 8 1 8d 8 8d — 1160 655 415 1160 975 • �34 975 •� • 10, fi8, HHCP2 HHCP4-TZ HCP2 HCP4Z 18 16 10 8 10d x 1-1/2 10d 10 8 10dx 1-1/2 10d -- — — 800 1100 370 410 ---- -- — 800 — — 670 920 310 j`i� 1 — file ~ • F5 •� 130• !! HC520 GBC 18 — — 11 8d 6 Bd 515 470 430 515 4 445 9 -RI? 445 • HCPRS LFTm2 H6 18 16 -- 8 -- 8d 5 8 Bit j 8d 6 — 8d — 540 1210 500 700 340 90 540 1210 455 1 37F, • 1015 5�J4 .i Qe5 450 • 10 • • • 10, R8!F5 14,R9,i% RT20 h — 16 9 10d z 1-1/2 4 10d 9 10d x 1-12 1200 — — 1200 1005 -- — 1005 10, R8 1) Allowable bads have been increased 60% for wmtl or seismic loads; no turner increase snau to permmea. 2) LFTA6: To achieve Fl lateral loads, three nails must be installed on each side on the strap located closest to the bend fine. Lateral F1 and F2 bad directions do not apply to roof truss -to -top plate installatbns. 3) 8d common nails may be substituted for lid x 1-1/2 nails, and I Od common nails may be substituted for 10d x 1-1/2 nails. 4) NAILS: 8d x 1-1/2" nails are 0.131" dia. x 1-1/2" long, 8d nails are 0.131" dia. x 2-1/2" long, tod x 1-12" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in glue font. Typical RT3A truss/rafter to plate installation r Typical RT7A truss/rafter to rinrrhlp nlatp inctaliatinn I •1 Typical RT4 truss/rafter to plate installation 'w,wro Uplift 4M Ft Upliftt Typical RT5 truss/rafter to double plate installation 1 2 L `] Typical MAT 2x4 bottom chord inctalbMnn f t Typical MA stud to double plate inctallatinn Typical RT6 truss/rafter to plate installation f� �Y I • • • • • • • • • • • CorrosiorhFirhicY 000000 •••••• ® Stainless SWel ® Gold Coat • • • • . G HIM p Triple Zinc • • • • • •••••• J` L Typical RT10 truss/rafter to double plate to cfirrl inctallatinn Typical RT7 truss/rafter to double plate installation '- rk Typical RT15 truss/rafter to dnnhlp nlatp inctailatinn Hangers ' HUS / JUS / MUS Slant Nail Face Mount Joist Hangers 0 e The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30' to 45' nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30° to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS -16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail design ./ Uses standard features fewer nails and length nails faster installation NUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Range Not available in Range widths less than 2-1/4". 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS410 IF WE it i Typical HUS4101F inverted flange installation i l Typical HUS46 installation n HUS28-2 AVAILABLE IN fi• COAT QUSP STRUCTURALCONNEGTORS MiTek t I Typical JUS26 installation A Hangers Face Mount Hanger Charts SUSP" STRUCTURAL CONNECTORS WOW Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule2r' Fastener DF/SP Allowable Loads (Lbs.)' c i si Code Ref. Joist W H DFAQty Nail Qty Nail100% Floor Roof Upgft' 11576 125% 160% JL24 LU24 20 1-9/16 3 1-1/2 15/16 4 101 2 — — 10d x1-1/2 �--- 470 540 SED 320 5, R5, F2 4 16d 2 ' 10d x 1-1/2 560 640 695 320 2 4 JL241F-TZ 18 1-9/16 3-1/8 1-1/2 ---- 4 10d HDG 2 10d x 1-1/2 HDG 465 535 580 280 31,R1, F32 4 16d HDG 2 10d x 1-1/2 HDG 550 615 615 280 x JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 675 775 835 510 SUH24 U24 16 1-9/16 3-1/4 2 1-3/16 4 10d 2 10d x1-1/2 500 560 605 380 5, R5, 4 16d 2 10d x1-1/2 590 1 665 720 383 HD26 _ HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 1 705 290 JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 OM 870 650 6 16d 4 10d x 1-1/2 940 960 1045 650 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 — — 6 10d HDG 4 1Od x 1-1/2 HDG 695 800 870 730 1 31,R1, F32 6 i6d HDG 4 10d x 1-1/2 HDG 830 950 1035 730 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1060 1115 5,R5,F2 2 x 6 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 31, R1, F32 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 1Od x 1-1/2 750 840 910 755 6 16d 4 10d x 1-1/2 880 1000 1080 755 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 i6d 27W 3140 3345 1925 5, HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290 R5, HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 1295 1410 730 F2 _ JL26 LU26 � 1 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 805 970 650 • • 6 16d 4 10d x 1-1/2 840 960 1045 65Q • JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 ---- 6 1Od HDG 4 1Od x 1-1/2 HDG 695 •800 4870 730 • 31,R1! 1 F32 6 16d HDG 4 10d x 1-1/2 HDG MO 95% 1055 730 JL28 JL281F-TZ LU28 --- 20 18 1-9/16 1-9/16 6-3/8 6 1/8 1-1/2 1-1/2 15/16 10 10d 6 10d x 1-1/2 1180 W W • • • • 5,R5,FV 31, R1 • F32 y 10 8 16d 1 10d HDG 6 4 10d x 1-1/2 10d x 1-1/2 HDG 1400 930 �60Q`17�40 1065 �1.160 855 730 8 16d HDG 4 1Od x 1-1/2 HDG 1105 Y T2�5 73(l JUS26 LUS26 18 1-9/16 4-13116 1-3/4 1 4 10d 4 10d 8 O11 111 5,R5,F; 2 8 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 10d 4 10d 1110 P3 5 111� • • x MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 W5 1605 865 • • • 31, R1! MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1�174 40 1230 • F32 SUH26 U26 16 1-9/16 5-1/8 2 (1-3/16 6 6 tOd l6d 4 4 10d x 1 1/2 1 Od x 1-1/2 750 880 1000 1 755• } 7 • •1 • • • • • • SUH28 - - 16 1-9/16� ttt 6-5/8 1 2 1-3/16 8 10d 6 10d x 1-1/2 1000 1.120 •1210 800 • ;• 5' R5, 8 16d 6 10d x 1-1/2 1175 1 1 800• { HUS26 HUS26 1 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2760 3140 3345 1925 �' HUS28 HUS28 1 16 1-5/8 7-3116 3 2 22 16d 8 16d 4170 4345 4345 2570 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 1295 1410 730 HD210 HU210 14 1-9116 7-3116 2 1-1/8 12 16d 4 10d x 1-1/2 1 1690119451 2115 730 1) Uplift loads have been increased 60% for wind or seismic bads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" bng) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30° to 45' angle through the joist or truss into the header to achieve the table loads. 4) NAILS:1 Od x 1-1/2" nails are 0.148" dia. x 1-112" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish 13Stainless Steel lOGold Coat 13HDG IMTriple Zinc A Plated Truss THD Heavy -Duty Face Mount Truss Hangers d USP STRUCTURALCONNECTORS MiTek Medium -to -heavy capacity face mount hanger. Some THD models are available with a a min/max installation option. Materials: See chart ,ram` Finish: G90 galvanizing -i,x : IH Options: See chart for Corrosion Finish Options _ •.. ) Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. f 3 \ • THD Min — Fill all round nail holes. '+ d Typical THD28 wTHD28 • THD Max — Fill all round and diamond holes. installation Some model designs may vary from illustration shown THD double or larger Joist/ Truss Size USP Stock No. Ref. No. steel Gauge Dimensions (in) Fastener Schedule2 DF/SP Allowable Loads (Ltis.) c 0 „Code cis Ref. W H D A MW Max Header Truss Oty Type llty Type Floor Roof Uplift' 100%1115%1125%1 160% 2 x 6 - 8^ ��^ 2 x 8 -10 THD26 111 THD28 i HTU26 HTU28 16 16 1-5/8 1-5/8 5-1/16 7 3 3 1-7/8 1-7/8. Min 18 16d 12 10d x 1-1/2 ' 2645 3� 3060 2265 11 • • • • • • Max Min 20 28 16d 16d 20 16 10d x 1-1/2 10d x 1-1/2 ` 2940 4115 3335 4485 3470 2330 2380 4465 Max 28 16d 26 10d x 1-1/2 4115 4670 2 x 10 -12 _ (2) 2 x 6 - B l THD210 I HTU210 I 16 1-5/8 9 3 1-7/8 Min Max 38 16d 20 10d x 1-1/2 5115 5115 51.110w• • • • • 38 16d 32 10d x 1-1/2 5685 _6335 311 6415 ) 1790 THD26 2 HHUS26-2, �� 2 14 3-7/16 5-3/8 3 2 18 16d 12 1 od 2770 ~�� 335% �• i 0 (2) 2 x 8 -10 THD28-2 HTUS 22 14 3-7/16 7-1/8 3 2 28 16d 16 10d 4310 4860 5005• • •2% •00 • • (2) 2 x 10 -12 THD210-2 HHUHTUS21 —2 14 3-7/16 9-1/8 3 2 -- 38 16d 20 10d 5850 i 6600 70" 03M R5, 4 x 6 - 8 THD46 HHUS46 14 3-5/8 5-5/16 3 2 ! 2 1 -- 18 16d 16d ` 12 10d 2770 3125 F2 • 4 x 8 -10 THD48 HHUS48 14 3-5/8 7-1/16 3 28 16 10d 4310 4360 501% 259YO _4 x 10 -12 THD410 HHUS410 _ 14 3-5/8 9-1/16 3 2_ -- L38 48 16d 16d 20 20 1 Od 10d 5850 1 7045 6600 7045 7046 70� 3995 5.j • • 4 x 12 -14 THD412 14 3-5/8 11 3 4 x 14 - 16 THD414 -- - 14 3-5/8 12-7/8 3 i 3 -- 58 16d 20 1 Oct 7045 7045 7045 3905 • • (3) 2 x 10 -12 THD210-3 HHUS210-3 12 5-1/8 9 3 3 -- 38 16d 20 10d 6535 7255 7605 3850 6 x 10 -12 THD610 HHUS5.50/10 12 5-1/2 9 3 t 3 -- 38 16d 20 10d 6535 7255 1 7605 3410 6 x12-14 THD612 - 12 5-1/2 11 3 3 48 16d 20 10d 8255 8415 8415 4255 6 x 14 -16 THD614 12 5-1/2 12-7/8 3 3- i 58 38 16d 16d 20 20 10d 10d 8415 6535 8415 7255 8415 7605 4255 3850 ' (4) 2 x 10 -12 TND210-0 HHUS210 4 12 6 3/4 9 3 --- 3 7 x 9-1/4 - 14 TH07210 HHUS7.25/10 , 12 7-1/4 l 9 3 3 -- 38 16d 20 10d 6535 7255 7605 1 3410 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish UStainless Steel ®Gold Coat C3HDG OTriple Zinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option Skewed"' Sloped Seae Sloped / Skewed'" Inverted Flange Not available in widths < 3". Range 1 ° to 4T 1 • to 45• See Sloped Seat and Skewed Widths > 3" can have one flange inverted. 100% of table load. Allowable 85°k of table load 65% of table load 65% of table load 65% of table load when Loads nailing into the support members end grain. Add SK, angle required, Add slope required, right (R) or left (L), and and up al) or an Add 1/F, one flange, Ordering square cut (SO) or down (D), to See Sloped Seat and Skewed. right (R) and left (L), bevel cut (BYJ Product number. Ex. THD410_SK45R_SD_SL30D to product number. to product number. Ex•THD410_SL30D Ex. THD410-11FR Ex.THD410SK45R SO 1) Skewed hangers with skews greater than 15° may have all joist nailing on outside flange. 2) Sloped or sloped / skewed harmers with slopes greater than 15° may have additional joist nails. 3) For skewed hangers, the required cut type (square or bevel) of joist member may vary based on skew angle and width of hanger, Some square cut hangers will require custom pricing due to welded back plate. New products or updated product information ire designated in blue font. 6 s J ®EC® IVUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-1911 www-decotruss.com Hanger Approval Submittals Hanger Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap State of Florida or Miami -Dade County I.D. Number Approval Number THD Series FL 13285 THDH Series FL 821 GTWS2T, GTWS3T,GTWS4T FL 6223 '••••' •••• HTW16 Twist Straps YY • YYYY Y FL 820-R2 .....Y •..• : .... SKH26 L/R Miami -Dade Approval Nuhl1 �r 11- 10.0.1•• DY YYYY. . YY 66.90 .Y .... .... ...... ...... . . . . . YYYY.Y Y . Y.YYYY Y USP 41� STRUCTURAL RAL r•• '++'::®.'w`: r: ■ "''�' MNNKTr1R5' MR<k- mpany Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3" can have one ' flange inverted with no load reduction. Specify right (R) or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 ;� Typical THD210 installation Installation: • Use all specified fasteners. See Product Notes, page 11. I T Some model designs H may vary from illustration shown THD28 Joist) Truss Size LISP Stock No. Ref. No. Steel Gauge Dimensions Fastener Schedule Allowable Loads (Lbs.) Code Ref. yy H D Header Truss DF•L/SP Qty Type City Type Floor Roof Uplift 100% 115% 125% 160% 2 x 6. 8 THD26 HTU26 16 i 1-5/8 1 5-1/16 1 3 18 116d i 12 10d x 1-1/2 i 2485 2855 3060 2170 2 x 8 -10 THD28 HTU28 16 1-5/8 7 1 3 28 16d 16 1 10d x 1-1/2 , 3865 3965 3965 2330 2 x 10-12 THD210 ! HTU210 16 ( 1-5B 9 3 38 16d 20 —1-21 10d x 1-112 5075 5115 5115 3095 5, (2) 2 x 6 - 8 TH526-2 HHUS26-2, HTU26-2 14 3-7116 5-3/8 3 18 16d 10d 2540 2920 3175 2285 F18, (2) 2 x 8 -10 THD28-2 HHUS28-2, HTU28-2 14 3-7116 7-1/8 3 28 16d 16 10d 3950 4540 4935 2595 D2, RS (2) 2 x 10 -12 THD210-2 HHUS210-2, HTU210-2 14 3-7116 9-1/8 3 38 16d 20 10d 5360 6160 6700 3810 4 x 6 - 8 THD46 HHUS46 14 3-5/8 5-5116 l 3 18 16d ( 12 10d ) 2540 2920 3175 2285 4 x 8 -10 THD48 HHUS48 14 1 3-518 7-1116 3 28 16d ( 16 10d 3950 4540 4935 2595 4 x 10 -12 THD410 HHUS410 14 3-518 9-1/16 3 38 16d 120 10d [_ 5360 i 6160 6700 3810 4 x 12 -14 THD412 — I 14 3-5/8 11 3 48 16d ` 20 I 10d 6770 7045 7045 3810 4 x 14 -1 "o THD414 — — 14 3-5/8 12-7/8 3 58 16d i 20 10d [ 7045 7045 7045 i 3810 5. F30, R5 (3) 2 x 10 -12 THD210-3 HHUS210-3 i 12 5-1/8 9 3 38 16d 20 10d 5660 6510 7045 ( 3850 4 5, F18, F30, D2, R5 6 x 10 -12 THD610 HHUS5.50110 12 5-1/2 9 3 38 16d 20 10d 5660 6510 7080 J 3410 I 5, F18, 6 x 12 -14 THD612 ( — 12 5-1l2 11 3 48 16d 20 10d 7150 8225 8415 4065 F10, F30, D2, R5 6 x 14 -16 THD614 — — I 12 5-112 12--8 3 58 16d 20 t 10d 8415 8415 8415 4065 5, F30, R5 7 x 9-1/4 -14 THD7210 HHUST25/10 12 7-1/4 . 9 3 38 16d 20 10d 5660 6510 7080 3410 5, F18, F30, 02. P.5 1) Uplift loads have been increased 60 % for wind or seismic loads: no further increase shall be permitted. 2)10d x 1-V2 nails are 9 gauge (0.148' diameter) by 1-112-long. 3) Minimum nail penetration Is 1-518" for 16d nails. Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details Option Skewed'' Sloped SeaF Sloped I Skewed'" Inverted Flange Not available in widths < 3-. Range 1' to 45' 1' to 45' See Sloped Seat and Skewed Widths > 3 can have 1 one flange inverted. 100% of table load. Allowable i 85% of fable load 65 % of table load i I 65 % of table load 65 % of table load when Loads nailing into the support t members end grain. Add SK,angle required, Add SL, slope required, i Add 11F,one flange, right (R) or left (Q. and up (Q) or down (D). See Sloped Seat and Skewed. right (R) and left (L), Orderingand 4 to product number. to product number. Ex. THD410-SK45RSL30D ° to product number. Ex. THD410-SK45R Ex. THD410-SL30D Ex. THD41011FR 1) Skewed hangers with skews greater than 15` may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15' may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut or scare cut on joist in all applications. • ••• •• • • • • • • •••• • •• •••••• •••• •• •• «••• •••••• • • • • • • • • •• • •• • • • • • • • 1-800-328-5934 . www.USPconnectors.com /1USP ®®STRUCTURAL VCONNECTORS- A Mlek'Compa.y I Materials: 12 gauge *Finish: G90 galvanizing options: See Specialty Options Chart. Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30' to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. Joist Truss Size LISP Stock No. Ref. No. 2x6-8 2x8-TO THDH26 THDH28 HGUS26 HGUS28 2x10-12 THDH210 -- 2-11116 x 9-1/4 -14 THDH27925 HGUS2. 55110 2-11/16x11-1/4-16 THDH27112 HGUS2.75/12 2-11116 x 14 -16 31/4x9-1/2 THDH2714 THDH3110 HGUS2.75/14 HGUS3.55110 3-1/4 x 10-5/8 THDH3212 HGUS3.25/12 (2) 2 x 6 - 8 (2) 2 x 8 -10 THDH26-2 THDH28-2 HGUS26-2 HGUS28-2 (2) 2 x 10 -12 THDH210-2 HGUS210-2 4x6-8 THDH46 HGUS46 4x8-10 THDH48 HGUS48 4 x 10.12 THDH410 HGUS410 4 x 12 -14 71D1412 HGUS412 4 x 14 -16 THDH414 HGUS414 (3) 2 x 6 - 8 THDH26-3 HGUS26-3 (3) 2 x 8 -10 THDH28-3 HGUS28-3 (3) 2 x 10 -12 THDH210-3 HGUS210-3 (3) 2 x 12 -14 (3) 2 x 14. 16 THDH212.3 THDH214-3 HGUS212.3 HGUS214-3 6 x 10 -12 THDH610 HGUS5.25/10, HGUS5.50110 6 x 12.14 THDH612 HGUS5.25112, HGUS5.50112 6 x 14 -16 THDH614 HGUS5.50/14 6-314 x 9-14-1/2 THDH6710 HGUS210.4, HGUS6.88/10 6-3/4 x 11 -18 THDH6712 HGUS2124, HGUS6.88112 6-3/4x13-20-1/2 THDH6714 HGUS214-4, HGUS6.88/14 7-1/4 x 9-1/4 -14 THDH7210 HGUS7.25/10 7-1/4 x 11-1/4 - 16 7.1/4 x 14 - 18 THDH7212 THDH7214 I HGUS7.25/12 HGUS7.25114 Dimensions Fastener Schedule"' Header Truss JW 7HD Oty Type Z 1-518 I-9116 Drive joist nails into header at 50° to 45° to achieve listed loads. 21/2„ H THDH Typical THDHdouble shear installation Typical THDH262 installation Allowable Loads (Lbs.) DF-L / SP I S-P-F Roof Uplift Floor Roof w.4 I 19si. 1 160% 1 100% 1 115% 5-1/8 13-3116 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 5-1/2 9 4 46 16d 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 5-1/2 11 4 5E1 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 13 4 66 16d 22 16d 11R 11645 11645 5795 97 00 9780 9780 4865 5-1/2 B 13/16 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 2930 Code Ref. ,,F15 F18, 02, R13 i, F15, F18, D2, R13 6, F15, R13 i, F15, F18, D2, R13 6, F15, R13 6, F15, R13 6, F15, F18, D2, R13 6, F15, R13 6, F18, F15, D2, R13 6, F15, R13 6, F18, F15, D2, R13 6, F18, F15, D2, R13 6, R13 6, F18, F15, D2, R13 6, F15, R13 8, F15, D2, R13 8, F15, D2, R13 F15, F18, R13 6, F15, R13 6, F15, R13 6, R13 6, R13 • •CyF,B, • ❑9 R11 6-7/8 t. 10-13116 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 4240 ♦390 • • • : %13 • 6-7/8 6-7/8 12-13116 4 66 16d 16 16d 9845 9V5 9845 6810 8270 8270 08207U• �835 6, R13 0 9 10-112 12-1/4 4 4 4 46 56 66 16d 16d 16d 12 14 16 ft d 16d 16d 16d 8260 9845 9845 9010 9845 9845 9010 9845 9845 3970 5225 6610 7120 8270 8270 7570 8270 8270 15j� 827 82 0 3335 4•1390 5835 F18, 2, R13 0 0 6, RIO 13 • • • • • • 0• 7-1/4 7-114 7-1/4 1) Uplift loads have been increased 60%for wind or seismic loads; no further increase shall be perms e . Ls o rn e&,mr oom ire$ gnS 1rr11 fb1y Y�ry+ • • • • • • 2) Joist nails need to be toe nailed at a 30° to 45- angle to achieve allowable loads shown. front I li}4�tilpn> s'.P . , •' 3) Minimum nail penetration shall be 1-518"for 16d nails. C.-..,ni,l+„ nnfinnc nanPR 194 to 195 for additional details. ' • ' ' """ apectany ..,FL-.- .,...... Skewed'' to 45' - -- Sloped Seat'' 1- to 45' - 'OptionRange1- Slopeqbled See SlopedewedAllowable 85°/p of table allowable load. 85% of table allowable load52% of tabload.Loads 50% of d.Add 50°/ of table uplift load. SK, angle required, Add SL, slope required,and right (R) or left (L), and up (U) or down (D), See Slopedewed. Ordering to product number. to product number. Ex. THDH410-SK45RSL30D Ex. THDH41 O-SK45R Ex.THDH410-SL30D 1) Skewed THDH hangers with skews greater tnan itc aiway5 neva ap rv.„ „......y --- - -- - 2) Sloped or sloped I skewed hangers with slopes greater than 15' may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut on joist in all applications. Inverted flange option is not available for THDH models. 1-800-328-5934 • www.USPconnectors.com • • • 21/2" •••••• Raised dimple allows ._ ; 50' to 45° nailing i ` H \fD THDH26 2 USP2173-111 The GTWS series girder -to -girder hangers feature high uplift capacities along with high gravity load ratings. Materials: 10 gauge Finish: G90 galvanizing Codes: FL6223 Installation • Use all specified fasteners. See Product Notes, page 11. • WS Wood Screws are included with hangers where specified. • GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss with no restriction on the size of the bottom chord. GTWS3r USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Schedulez3•" No. of Plys Allowable Loads (Lbs.) Code Ref. yy H D Supporting Truss Supported Truss DF-L / SP City Wood Screws City Wood Screws 100% 115 % 125 % Uplift' 160% GTWS2T -- 10 3-1/4 16 4 22 WS3 16 WS3 2PIy 8720 10030 10900 8435 GTWS3T --- 10 4-7/8 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 12490 F26 GTWS4T -- 10 6-1/2 16 5 28 WS3 24 WS3 2PIy 11100 12470 12470 12490 1) Uplift loads have been increased 60 % for wind or seismic loads; no further increase shall be permitted. 2) WS3 wood screws require a minimum 3" wood penetration. 3) WS3 wood screws are 1/4" x 3" long and are included with the GTWS hangers. 4) WS3 wood screws may be installed in both vertical and horizontal members. New products or updated product information are designated in bold font The STC provides uplift resistance by securing trusses to top plates. Slotted nail holes allow for horizontal movement as scissor trusses deflect. Materials: 12 gauge Finish: G90 galvanizing Codes: ESR-1465, FL817 Installation: • Use all specified fasteners. See Product Notes, page 11. • When installing, do not fully set nails. • Locate nails into the center of slots to allow for horizontal movement. I I 1 1/4!' Oloto W2 • • • •.•. Wl SUSP CTURAL CONNECTORS ..�xr.arw�uxuae..ry /L Typical GTWS installation r- 16" i 4" �W1� GTWS2T; • • a F r" 11pical ."itlstallatl6h" ••.. •••••• • USP Stock No. Ref. No. Steel Gauge Description Dimensions Fastener Schedule' Allowable Loads (L S)• • Code Ref. W7 W2 Truss Plate DF-L I SP S-P-F City Type City Type F1 Uplift' F1 Uplift' 160% 160% 160% 160% STC24 TC24 12 2 x 4 top plate 3-9/16 1-5/8 5 10d x 1-1/2 6 10d x 1-112 330 810 275 680 11, STC26 TC26 12 2 x 6 top plate 5-1/2 1-5/8 5 10d x 1-1/2 1 6 10d x 1-112 330 810 275 680 Nu F12 STC28 TC28 12 2 x 8 top plate 7-1/4 1-518 5 10d x 1-1/2 6 10d x 1-112 330 810 275 1) Uplift loads have been increased 60% for wind or seismic loads; no turtner increase snail oe permniec. 2) 10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-112" long. • • • • • • 1-800-328-5934 • www.USPconnectors.com USP2173-101 ©^yr��USP ✓ STRU('TURAL CONNECTORS' A MTek'Com y Dimensions Fastener Allowable Loads (Lbs.)' Schedule'''-,' DF-LISP S-P-F LISP Steel Code Uplift Uplift 160 % 160% Stock No.7 Ref. No. Gauge W L L1 L2 Qty Type Ref. LTW12 LTS12 f j 18 1-1/4 12 4-112 4-1/2 12 10d x 1-112 775 650 8, F14. R9 12 10d II LTW16 LTS16 18 1 1-1/4 16 6-112 6-1/2 12 f 13d x 1-112 775 650 8, F14, R9 i2 10d 1 LTJJ18 LTS18 18 ! 1-1/4 18 7-1/2 7-1/2 12 10dx 1 1/2 775 650 8, F14, R9 12 LTW20 LTS20 18 1.1/4 20 8-1/2 8-1/2 12 10d10 112 775 650 8, F14, R9 1 MT1N12 MTS12, 16 1-1/4 12 4-1/2 4-1/2 14 ! 10d x 1-1/2 1195 1005 8, F14, R9 t 14 14 ` a j 10d t Od x .-112 4 -"-10d__ MTV16 TS12, TS9 E MTS16 � t 16 i g _.._._-_. 1-114 16 { � _. �._ . 6-1/2 n ( 6-1/2 ) 1195 i� _. ; 1005 L 8, F14, R9 _.. �._. MTV:18 € MTS18, t TS18 16 1-1/4 18 p 7-1/2 7-1/2 ( 14 - 10d x 1-112 1195 1005 8, F14, R9 14 10d I _ _ 16 2-1/4 19-118 _F t 8-3/8 6-1/2 16 8d ' 1210 I 1015 8, F14, R9 16 8d x1-112 LFT.A6 H6 s +1005 MTW20 MTS20 16 -�-®- 1-1/4 f 20 8-1/2 8-1/2 14 10d x 1-1/2 1195 # 8, F14, R9 14 10d i P:9TN12C ) M rS24C 16 1-1/4 ! 24 f 10-7/16 10-7!16 IL. -14 10d x 1-112 __. 1195 1005 8, F14, R9 E r i y 10d I n 14 10dx1-112--�w f 1 ibV28C -- ( 16 1-114 28 12-7/16 12-7/16 1195 1005 I 8, F14, R9 14 tOd MTVJ30 MTS30 16 1-1!4 30 8-5/16 18-9/16 14 10d x 1-112 1195 I 1005 I i 8, F14, R9 I 14 10d - MT'JJ3GC MTS30C i i 16 1-1/4 30 13-7,116 13-7/16 14 10d x 1-1/2 1195 1005 8. F14, R9 14 10d ' 1-112 H J 15 H S i6 14 1-1/4 16 5-1/8 5-1/8 16 10tl 1260 1060 ; 8, F14, R9 t � ` HTS20 4. " 'Tf':k20� 14 1-1/4 I 20 7-1/8 7-1/8 i 24 tOd x 1-112 1530 1285 II, F14, R9 r i TS22 20 -__ �.-- - I:1W24 ) I-ITS24 € i 14 1-1/4 24 9-1/8 9-1/8 224 10d x 1-112 � 1530 ?285 8,F14,R9 )) 20 _ 10d_- 1 HTJv28 # HTS28 _ I 14 1-1/4 28 11-1l8 11-1/8 -_i 9 ;_. 10d - 1530 1285 j 8, F14, R9 # LO 24 10d x 1 112 - HTW30 HTS30 14 1-1/4 30 7 17-1/4 1530 I 1285 8, F14, R9 20 HTW30C HTS30C 14 1-1/4 30 12-1/8 t 12-1/8 24 1��0d 112 1530 1285 8, F14, R9 20 1) Allowable loads have been increased 60% for wind or seismic loads. no further increase shall be permitted. 2) Minimum nail embedment shall be 1-5/16" for 8d nails and 1-112" for 10d nails. 3) 16d sinker nails may be substituted for 10d common nails with no reduction in load. 4) For 1-112" lumber, use 0.84 of table load for 10d nails and 0.77 for 16d nails. 5) 10d x 1-1/2 nails are 9 gauge (0.148- diameter) by 1-112" long. 8d x 1-1/2 nails are 11 gauge (0.131"diameter) by 1-1/2" long. 6) Fasteners shall be distributed equally on each end of the connection. • • •00• • 7) C after the model number designates center twist as in MTW30C. 8) LFTA6: F1 is 700lbs and F2 is 90lbs. To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 load directions do not apply to roof truss -to -lop plate installations. • • • : • • •••••• • •••••• • • 4 :: •• (•so••• �{ '. . • . c 00. Typical MTW30 installation MTW30C 1-800-328-5934 • www.USPconnectors.com USP2173-111 ieInLA6na General Notes Notas Generales Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que frequency or location of temporary lateral restraint identifique la frecuencia o localization de restriccion and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use las ibr handling, installing and temporary restraining recomendaciones de manejo, instalacion, restriccion and bracing of trusses. Refer to -- - Guide to y arriostre temporal de IDS trusses. Vea at folleto BCSI Good Practice for Handling Installing. Restraining - Guia de Buena Practica oars el Manejo. Instalaclon. & Bracing of Metal Plate Connected Wood Restriccion v Arriostre de IDS Trusses de Madera Trusses"' for more detailed information. Conectados con Placas de Metal*** pars informacion Truss Design Drawings may specify locations of mas detallada. permanent lateral restraint or reinforcement for Los d/bu/os de diseno de IDS trusses pueden especiffcar individual truss members. Refer to the BCSI-B3*** las localizations de restriccion lateral permanents o for more information. All other permanent bracing refuerzo en los miembros individuales del truss. vea design is the responsibility of the building designer. Is hoja resumen BCSI-83*** pare mas informacidn. El resto de los diselos de arriostres permanentes son Is responsabilidad del disenador del edificio. 0 DANGER 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. iPELIGRO! El resu/tado de un manejo, levari grill instalacion, restriccion y arriootre incorrecto puede ser Is caida de la estructura o aun peor, heridos o muertos. A=@M Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. fiC�d°J(u Lt�19 Utilice caute/a at quitar las ataduras o los pedazos de metal de sujetar para evitar dano a Ids trusses y prevenir la herida personal. Lleve e/ equipo protective, personal para Ojos, lalala� r pies, manos y cabeza cuando trabaja con A400a Use trusses. special care in Utilice cuidado windy weather or especial en near power lines dials ventosos o Handling - Manejo and airports. cerca de cables electricos o de Avoid lateral aeropuertos. bending. Spreader bar Evils la flexion latel for truss \' JTTO The contractor i is responsible for properly receiving, unloading and storing O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 0 Use proper rig- Use equipo apropiado El contratista liens la responsabilidad de recibir, ging and hoisting para levantar e descargar y almacenar adecuadamente los equipment. improvisar trusses an /a obra. Descargue los trusses en la tierra liso para prevenir el darTo. IZl u Trusses may be unloaded directly on the ground at IS) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directa- mente en at suelo an squat momento de entrega o almacenados temporalmente an contacto con el suelo despues de entrega. Si IDS trusses estaran guardados para mas de Una Samaria, ponga bloqueando de altura suficiente deltas de Is pits de IDS trusses a 8 hasta 10 pies en centro fro.c.). If trusses are to be stored for more than one week, cover bundles to protect from the environment. DO NOT store or Para trusses guardados por mas de una semana, uneven ground. cubs IDS paquetes pare protegerlos del ambente. Refer to BCSI"' for more detailed information per- taining to handling and jobsite storage of trusses. Vea el folleto BCSI*"para informacion mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. - NO almacene verticalmente los trusses sueltos. NO almacene an tierra desiguaL Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses DON'T overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras pars 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 up to 30' (9.1 ri Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- A Do not overload supporting lel chord trusses up to 45' (13.7 ri Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses No sobrecargue Is >45' (13.7 m). estructura apoyada con at paquete de trusses. Puede usar un solo lugar de levantar para paquetes de trusses de Is cuerda superior hasta Place truss bundles in stable position. 45' y trusses de cuerdas paralelas de 30' o Puse paquetes de trusses en Una menos. posicion eatable. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuales FMOTMI Using a single pick -point at the peak can damage the truss. E/ use de un solo lugar an at pico pars, levantar puede hacer di al truss. A.r Approx. 1/2 _y A length T_ Tagil- ` TRUSSES uP TO 30' j9.1 nil TRUSS F.S HASTA 30 PIES eader bar Toe -in Toe -in �ttach _-� �-- Locate Spreader bar(3 m) above or stiffback. max. Spreader bar 1/2 to mid-heigh2re truss lengthIII1-� Tagline TRUSSES UP TO 60' (1 e.3 m) _y TRUSSES HASTA 60 PIES Hold each truss in position with the erection Spreader bar length to P �- 3!4 truss length -� Ta line equipment until to chord temporary lateral 9 P P ry TRUSSES UP TO AND OVER 60- (18.3 ml restraint IS installed and the truss IS fastened t- TRUSSES HASTA Y SOBRE 60 PIES --� to the bearing points. Sostenga cada truss en posicion con equipo de grua haste que Is restriccion lateral temporal de la cuerda superior este install y el truss esta asegurado an los soportes. Installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses Individuales Por La Mano ✓� Trusses 20' t - Trusses 30' c (6.1 m) or 1 (9.1 m) or less, f less, support supppSrl►af • near peak. • quart&r,"rys • • • • • • Soporte • • • • Sop Vviv. • • cerca at pico -- - ---- loscuartas • IDS trusses F Trusses up to*A-* ' de trAMb los • F Iiii-M tifto 30' -10.de 20 pies o (6.1 m) • • • • • trusses de 30 • (9.1 Oil menos. Trusses haste 20 iies pies o menos. Trial" "t• 30 pies ••• •• • Temporary Restral1hr Bracliflg • • • • • • • Restriccion y Ar►1ba'ft:e Tep ildral ' •' • • • • • • *so* • • • • • • Refer to BCSI-B2*'* for mo6egrljo•r1♦ajjon. • Ty1 Chord Temporary Vea el resumen BCSI-B2*** para ryas inforrrrycio*'*� �; a'estraint Locate ground bracesdirectly in lire♦ with aljrows2x4 mi♦of top chord temporary lateral restr♦in *a tablein the next column). ''<2'o.c., typ. Coloque los arriostres de tiera para el primer truss directamente en lineal con cada Una de las fllas de restriccion lateral temporal de la cuerda Brace first superior (vea la tabla en la proximal columns). truss securely DO NOT walk on unbraced trusses. before NO Gamine an trusses sueltos. t- erection of additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 NO se pare en voladizos cerchas hasta Revestimiento estructural ha side aplicado a Is armadura y voladizos. Steps to Setting Trusses Las Medidas de la Instalacion de los 71russes 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 with groups of four trusses until all trusses are set. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriction y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' (4.6 m)* every 15 truss spaces 30' BCSI-B7*** for more / (9.1 m) max. information. <4_ Vea el resumen BCSI-B7**' -1 1 el rim r r ss ate se uramente a arriostre de herra. para mas informacibn. 1 /nsta/e /os arrostres de tel 2 Instal a are t u ) P Y 9 r ric i'n lateral m ral d miembro torte vea aba'o . 4 3 Instate los roximos 4 trusses con eat c oto a -- Pa ( 1) ) P�r** s ' Instate el arriostre diagonal de la cuerda superior vea aba o . 5 Instate arriostre diagonal para los 2 o.c., typ. 9 ( /) ) 9 P Apply diagonal brace to vertical planes de los miembros secundanos para estabilice IDS primeros cinco trusses (vea abate). 6) Instate webs at end of cantilever and at Is restriccion lateral temporal y arriostre diagonal pars, Is cuerda inferior (vea abalo). 7) Repita sate bearing locations. All lateral restraints procedimiento an grupos de cuatro trusses hasta que lodes los trusses esten instalados. lapped at least two trusses. VrOTMI Refer to BCSI-B2*** for more information. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords Vea el resurgent BCSI-B2***pare mas informacion. and 15' (4.6 m) o.c. for 4z2 chords. Restraint/Bracing for All Planes of Trusses Installing - lnsfa/aeion Restriccion/Arriestre Para Todos Pianos de Trusses g out -of -Plumb 0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach Tolerances for Out -of -Plane. to each truss with at least 2-1 Old (0.12&3"), 2-12d (0. 1 28x3.25") or 2-16d (0,131x3.5") nails. v Tolerancias para Fuera-de-Plano. DI50 D (ft.) 1/4" 6 rum 1' 0.3 m La madera 2x4 clasificada per estres as Is madera minima utilizada para restriccion lateral y arnostramiento di- rr�- Length ->r Max. sow agonal. Atarlas a cada braguem con at minimo 2 clavos 10d (0. 128x3"), 12d (0. 128x3.25) o 16d (0. 131x3.5 ). LL (] This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses I . B Length � (PCTs). See top of next column for temporary restraint and bracing of PCTs. Max. Bow13 Max. Bow p i Este metodo de restriccion y arriostre as para todo trusses excepto trusses de cuerdas paralelas Y (PCTs) 3x2 y 4x2. Vea la parte superior de Is columns para la restriccion y arriostre temporal de PC7S. Length - Plumb 1) TOP CHORD PLANE - CUERDA SUPERIOR dine f m rum 2' 0.3 m 3/4" 19 mm 3' 0.9 m 1" 1 rum 1 1 /4" 4' 1.2 m 5' Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Trani Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) D.C. max. (9.1 m) 30'- 45' 8' (2.4 m) D.C. max. (9.1 m - 13.7 ED) 45'- 60' (13.7m-18.3m) 6' (1.8 m) o.c. max. 60'- 80' ' (18.3 m - 24.4 m)' 4' (1.2 m) D.C. max. 'Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a on Professional Registrdo de Dise6o para trusses mas de 60 pies. 0 Tolerances or Out -of -Plumb. - 32 mm 1.5 m Tolerancias para D/50 max I 1-1/2" 38 mm 6' 1.8 m Fuera-de-P/omada. 1-3/4" 7' 44 mil 2.1 m Construction Loading 51mm >_z a m Ca D C t See BCSI-B2*** for TCTLR options. vea e/ BCSI-S2*** para las options de TCTLR. ®• Refer to BCSI-63"' <_z' o. ryp. for Gable End Frame restraint/bracing/ A reinforcement information. - -_ _ < y .� Para informacion sobre restriccion/ TCTLR arriostre/refuerzo para Armazones Hastiales vea at resumen BCSI-B3*** Note: Ground bracing not shown for clarity. 10" or �S) Truss attachment Repeat diagonal braces for each set of 4 trusses. required at suppo Repita IDS arrisotres diagonales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MPY !MPORTANTES! so** Diagonal Continuous Lateral Restraint 2) WEB MEMBER PLANE-0 (CLR) splice reinforcement PLANO IiL•LC84MEMBROS• •Xi \\� racing SECUNDAti S ♦ Truss Member 2x_ CLR • l Web rT*OL*tb •♦ T I •♦fi•• • / Bottom •••• • •• d Minimum 2' 2x Scab block center d chords ' r ' ' over CUR splice. Attach Dta1onli traces every to CUR with minimum 8-i6d • siilumeWaces 20' (0.135x3.5')nails each side • -1•M) max of splice or as specified by the 10' (3 m)•t$•(♦.90) max. • �- • Building Designer. Same spicing as Bottom chSIE• �: Some chord andiveb members SECTION A -A lateral reY i • • not shown fo•clal • 3) BOTTOM CHORD PLANT•-• • • • • • CUERDA INFERIOR • • • _ Truss Lateral Restraints - 2x4x12' or greater _ - Member lapped over two trusses Note: Some chord or CLR splice reinforcement. -_--- and web members Bottom < ' not shown for _4 chords clarity. 10' (3 m) - IS' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. rga a ens rattle- G DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con Is construction hasta que tool las restric- tions laterales y los arriostres esten colocados an forma apropiada y Segura. G DO NOT exceed maximum stack heights in table at right. Refer to BCSI-B4*** for more information. NO exceda las a/turas maximas de monton. Vea el resumen BCSI-B4*** para mas informacion. Maximum Stack Height for Material on Trusses'' Material Height Gypsum Board 12"(305 mm) Plywood or OSB 16" (406 rum) Asphalt Shingles 2 bundles Concrete Block 8" (203 rum) Clay Tile 3-4 tiles high 1. Based on truss live load of 40 par or greater. For other conditions, contact - a Registered Design Professional. w 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile IDS materiales cerca de un pica, a centro de la luz, an cantilevers o aleros. I DO NOT overload small groups or single trusses. ALL NO sobrecargue pequenos grupos o trusses individuales. lJ Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. Position loads over load bearing walls. r. Coloque las cargas sobre las parades soportantes Alterations - Alterations Refer to BCSI-BS - ,. _.. Vea e/ resumen BCSI-85.'** Truss bracing not shown for clarity. 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 ning6n miembro estructura/ de un truss, a menos que este especihcamente permitido en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabricante de Trusses. Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent parry. 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 handling, Installing, restraining and bracing trusses are based upon the collective experience of leading installation t m due to the nature of responsibilities Involved. be resented sly as al involved with truss design, manufacture and but must, P P P 9 it in contractor It i not intended that these recommendations be inter feted as only a a GUIDE for use b a qualified bud designer or o s 9 9 P y s y g for handling, installing, restraining and bracing trusses and It does not preclude the use ofo Cher a uival n designer's design specificationbratdi 9, g g e of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBCA TRUSS PLATE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608-274-4849 • sbcindustrycom 703-683-1010 • tpinstorg 11 ►INIF, Zcsresraw- a I)il A A''I:4:411I.-TN IL�wII --* I