The URL can be used to link to this page

RC-15-920 (2)h G af, C = i i I 1 1 s I I I j 3 1 1 i I m.a t _ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ELECTRIC ROOFING FBC 20 Master Permit No. Sub Permit No._ REVISION EXTENSION RENEWAL PLUMBING MECHANICAL [:]PUBLIC WORKS 41 CHANGE OF CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 71q- M Occupancy Type: OWNER: Name (Fee S'r Address: iR 4— City: 0A I Tenant/Lessee Name: Email: el/- (lclj hores // /+ Q County: Miami Dade Zip: 331 2-0 I 1C0 13 Vy-!Q Is the Building Historically Designated: Yes NO Load: Construction Type: Flood Zone: BFcE: [ FFE: le Titleholder): K A eye- Phone#: -/ K9 J `1 hw State:A Zip: 3 Phone#: v CONTRACTOR: Company Name: M'C w` cf Phone#: Address: City: Jstsfee: Zip: Qualifier Name: Phone#: State Certification or Registration Cert' ' to of Competency #: DESIGNER: Architect/En ' er: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Addition Alteration New i ' Repair/Replace Demolition Description of Work: 'I[ I f. i/UdLt2im y1 rk ', s cszyu, 5utA Z '!"s M a/&&rte &2' S'j V ! t' OF car, -v -r( C*p Y Specify color of color thru tile: I Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ S Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. asIrv Signatureature OWNER o AG CONTRACTOR The foregging instrument was acknowledged before me this The foregoing trument was acknowledged before me this d_a/y of Van 20 by day of 20 , by wpo is personally known to who is personally known to me or who has produced ' 4J L/,—as me or who has produced as identification and who did take an oath. identification and who did take an o NOTARY PUBLIC: NOTARY PUBLIC: Seal: APPROVED BY Revised02/24/2014) Print: CASANDRA HARRISON Seal: A Notary Public, State of Florlda Commission# FF 967414 iAv rYYnm arnirac U2. td orlon Plans Examiner Structural Review Zoning Clerk Complete items 1, 2, and 3. A. Signature Print your name and address on the reverse X Agent so that we can return the card to you. Addre Attach this card to the back of the mailpiece, B• ceivie d by nt 6 N e) C. O'Dell or on the front if space permits. q pT 10 _ //S/ 1. Article Addressed to: 0 IIIIIII'IIIIIIIIIII VIII IIII VIII IIIIII enter DEC 16 2016 3. Se1r 0 Adult from item 1? aYe ss below: No 9590 9402 2428 6249 1979 63 Certified M Delivery Collect on Delivery 2. Article, Number (Transfer from servic el) Collect on Delivery Restricted Delivery 6-0 Cl Insured Mail 7 016 ; 13 7 0' 0 0 0 0 i a"q' Mailf Restricted DeliveryI185530075PSForm3811, July 2015 t - Priority Mail Express® Registered MailT Registered Mail Restricted Delivery Return Receipt for Merchandise- Signature ConfirmationTm Signature Confirmation Restricted Delivery Domestic Return Receipt USPSTRACKING# First -Class Mail Postage & Fees Paid USPS Permit No. G-10 9590 9402 2428 6249 1979 63 United States • Sender. Please pri your name, address, and ZIP+4® in this box* Postal Service LO S74 k 9244 'M- Change of Contractor/Architect or Engineer Miami Shores Village Building Department 10050 N.E. 2ND Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 A change of contractor, architect or engineer must be done under a permit number. There is a $75.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures. If the signature of the previous contractor cannot be obtained the owner must send a certified letter/return receipt notifying the previous contractor, architect or engineer the reason for the change. The owner must allow 10 business days for the contractor, architect or engineer to respond. A permit application must accompany the change of contractor form, with the information and signature of the new contractor. The new contractor must be registered with the Village or must submit the required documents to register with the Village. 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. f I Z() Owner's Name (Fee Simple T"tie Ho der): Lo Phone #A& Jl Slw Owner's Address: 12,,_ City: vuim wpm State :% Zip Code: Job Address (Of where work is being done): City: Miami Shores State:—Florida Zip Code: Contractor's Ci orr Address: ! (A City: J\J .. wt Qualifier's Name: Phone#: 3Q5"6 & "Vjl2 1 Architect/ En ineer of Record Name: Phone #:' 71sq— 2-3 8 Address: )q kic 01 4 City: A 0344 &bTttA State: Zip Code: r Describe Work:_ _ &(U,l.\fJUK ,YAW w(K," PAU hereby certify that the work has been`hbandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the Mi ,Shores harmless of all legal involvement. Signature ` Signature Owner or Agent Contractor or Arch The foregQjng instr ent was aknow edged befor me The foregoing i ument was a this day of A 204by (2-Yn this day of Who is personally know to me or who has produced who is personally known me of CL as indentification. Notary P lic• Notary Public: CASANDRA HARRISON Sign: blic, state of Florida Sign: Commission# FF 987414 Seal: My comm. expires May 14.2020 Seal: before me 20 by v o has produced indentification. NAME: ADDRE Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family ortwo-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits aAid contracts. Initial—= bon 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale orI s which violates the exemption. Initial— S. I understand that, as the owner -builder, I must provide direct, onsite supervision ofthe constructio Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and y county or municipal ordinance. initial 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder anj am aware of the limits of my insurance coverage for injuries to workers on my property. / Initial QAZ 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that 1 must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. I.' 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulatio . Initial- 10. nitial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.htmi Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any oft i formation that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this day o 20 By ",2ale ho was personally known to me or who has d there License or as identification. CASANNA MARMSON N tory Public, State of Florida Qmmlaslons FF 987414 My ODmm, expires May 14.2020 Patrick Cowan and Bernadette Lopez 87 NE 92nd Street Miami Shores, FL 33138 December 14, 2016 Via Certified Mail # TQ ID -0 60o (35-5 3 OR Oroni, Inc. 14040 NW 6TH Ct. Miami, FL 33168 Re: Construction Agreement dated March 24, 2015 ("Construction Contract") Work Authorization #3 — Pool April 25 ("Pool Contract") Patrick Cowan and Bernadette Lopez ("Owner") 87 NE 92nd Street, Miami Shores, Florida 33138 ("Project") Dear Mr. Iglesias: Please be advised that our Construction Contract and Pool Contract with Oroni are hereby terminated for cause, effective immediately. Based on the grounds stated in our prior correspondences with you, and as set forth in correspondence from our attorney, Oroni has materially breached these contracts by, among other things, failing to perform the work in timely fashion despite having received payment and demanding payment for monies not due as a condition of continuing with the work. We will obtain a change of contractor with the Building Department and complete the work with others. Upon final completion, we will provide you with a final accounting of the costs incurred to complete the Project. Should the amount spent exceed the unpaid balances due under the contracts, we will seek reimbursement from Oroni, including any other damages caused by Oroni. Sincerely, 4vw Patrick Cowan anBernadette Lopez cc: Gary L. Brown, Esq. (via email) Permit Permit NO. RC -4-15-920 Permit Type: Residential Construction Work Classification. Addition Permit Status: APPROVED Issue Date: 7/31/2015 1 txpiral ion: U-0,M2't7 1 6 Project Address Parcel NUnnDer Applicant 87 NE 92 Street 1132060130290 PATRICK COWAN Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell PATRICK COWAN 87 NE 92 Street (786)547-3255 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone ORONI INC (305)685-0412 In Review to Approved:: In Review Miami Shores Village to Denied: 10050 N.E. 2nd Avenue NE cries: Miami Shores, FL 33138-0000 V Phone: (305)795-2204 I Setback: Right Setback: Permit Permit NO. RC -4-15-920 Permit Type: Residential Construction Work Classification. Addition Permit Status: APPROVED Issue Date: 7/31/2015 1 txpiral ion: U-0,M2't7 1 6 Project Address Parcel NUnnDer Applicant 87 NE 92 Street 1132060130290 PATRICK COWAN Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell PATRICK COWAN 87 NE 92 Street (786)547-3255 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone ORONI INC (305)685-0412 In Review to Approved:: In Review Amount to Denied: 500.00 e of Construction: BEDROOM, FAMILY ROOM, 2ND FL Occupancy: Single Family cries: Exterior: int Setback: Rear Setback: I Setback: Right Setback: Brooms: Bathrooms: ns Submitted: Yes Certificate Status: rtificate Date: Additional Info: rid Return : Classification: Residential Fees Due Amount Bond Type - Contractors Bond 500.00 CCF 167.40 DBPR Fee 125.43 DCA Fee 125.43 Education Surcharge 55.80 PermitFSSe 8,362.02 Plan RRew Fee (Engineer) 120.00 Plan F"ew Fee (Engineer) 80.00 Plan IG-iew Fee (Engineer) 240.00 Scanning Fee 111.00 Techrx'j gy Fee 223.20 GJ Tot". 10,110.28 tYv'1 consNUction and zoning Authorize y Valuation: $ 278,734.00 Total Sq Feet: 1633 Pay Date Pay Type Amt Paid Amt Due Invoice # RC -4-15-55248 07/31/2015 Credit Card $ 9,910.28 $ 200.00 04/20/2015 Check #: 3834 $ 200.00 $ 0.00 Bond #: 2800 I authorize the above-named contractor to do the work stated. Owner / Applicant / Contractor / Agent Available Inspections: Inspection Type: Final PE Certification Tie Beam Bond Beam Window Door Attachment Slab Termite Letter Framing Insulation Drywall Screw Trusses Plan Submittal Roof Sheathing Spot Survey Wall Sheathina a ns Review Plumbing Review Plumbing Review Structural Review Structural Review Structural Review Structural Review Electrical July 31, 2015 141 31, 2015 3 Edward A. LANDERS, P.E. CONSULTING ENGINEERS Date: April 15, 2016 Miami Shores Village / C` Building Department ! 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 rmit # RC 15-920 Cowan Rest lition 87 N.E. 92nd Street Miami Shores, Florida 33138 Folio # 11-3206-013-6290 Attn: Building Department, I, Ed Landers P.E., having performed and approved the required inspections at the job site. This letter will hereby attest that I have approved the installation of a new wood . framed dropped ceiling. The new 2X framing members shall be attached to the wood trusses with a NVRT-24 with 6 screws to the truss member and (4) screws with a 4" x 3" lag screw w/ a washer at the first hole into the 2x framing for the dropped ceiling. See the attached photo, sketch and notes. Should you have any questions or need any additional information please do not hesitate to contact me. Sincerely, • O P' • • • •..'9S •, zz o: NoLL,; :W- 2 Ed Landers P.E.'•'Ap • L 0?' State of Florida: #038398 ' FSSj0NP`` 11111111110t 87 Cowan Residence framed ceiling letter 4-15-16 7850 NW 146TH STREET, SUITE 509 * MIAMI LAKES FL 33016 * PHN: (305)823-3938 * FAX: (305)823-9355 CO tele 10 " OTn T-ZV F Ai4 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-257203 Permit Number: RC -4-15-920 Scheduled Inspection Date: April 22, 2016 Permit Type: Residential Construction Inspector: Porto Jr, Jose Inspection Type: Framing Owner: COWAN, PATRICK Work Classification: Addition Job Address: 87 NE 92 Street Miami Shores, FL 33138- Phone Number (786)547-3255 Parcel Number 1132060130290 Project: <NONE> Contractor: ORONI INC Phone: (305)685-0412 Building Department Comments BEDROOM, FAMILY ROOM, 2ND FLOOR CLOSET Infractio Pass ADDITION AND GARAGE & LAUNDRY ROOM ADDITION I INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-232879.0419-2016 Framing partial. All OX except the wood ceiling at the family room, need toIprovideapprovedengineeringconnectiondetails. Failed -- P&v> UP Clow Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. April 21, 2016 For Inspections please call: (305)762-4949 Page 20 of 26 1 JGq a.rw Aaa.a.aL V V4.a a\.Gp L DYNATECH ENGINEERING CORP, Miami, September 30, 2015 Mr. Orlando Iglesias ORONI, INC. 14040 North West 6 Court North Miami, FL 33168 Re: Addition @ 87 North East 92nd Street Miami Shores, FL Dear Mr. Iglesias: WWW.DYNATECliENGINEERING.COM T L)6' VC is -92D Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on September 30, 2015 at the above referenced project. DEC was authorized to perfon3i a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results took forward to do so in the new future. Sinc ours, , Wissam aamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 It has been a pleasure working with you and Pa-.ar a STAT OF 7WWEST .eaTUSTREET. MALEA14.F z'QIAPHc?NE(WS).a29-7aasfAXtWS,e29- &E Aa -1i AT EMi3a£iRiNM.00M- ECl, DYNATECH ENGINEERING CORP. DEC WWW. DYNATEC HENGIN EER ING.COM MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: Sewmber 30,2-01-5 CLIENT: ORONI INC. PROJECT: Addition @ ADDRESS: 87 North East 92"d Street Miami Shores FL CONTRACTOR: Oroni, Inc. MATERIAL DESCRIPTION: Light gray sand w/small rock fragments SAMPLED BY: JA TESTED BY: JA TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a10Ib. Hammer and an 18" drop ASTM D-1557. MOISTURE 5.6 7.7 10.2 14.1 15.8 DRY DENSITY 98.1 101.7 104.6 103.1 100.9 Optimum Moisture 11.6 Percent l00%0Maumum. Dry, Ucnsity ;105.3 lbs./cu:$ Passing -/." Sieve 94.8 Percent Sampled By: JA Tested B JA 107 105 103 101 99 97 Chec e&By.+' 1 6 10 12 14 i6gQrte Res bmitted As a mutual prosection to clients, the public and ourselves, all reponse- ` N0. 39 ,, /.ff are submitted as the confidential property of clients, and authorization for use, publication ofstatem ts, conclusions or vextracts from or regar ®g STgr OF WIssam Naamani, P.E. our on s is reserved pendingour write^- os. ¢ DY.NIATECH £Nti#NEE3Zf i CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491i 2 D R Y D E N S- I T Y 750 WEST 84THSTREET. HW-EAH.F133M4.P.HQNEd)82@-7499:FAX(3053828-95.98Fsaeu .z p IIY dA E£ii£#4£ai 3+TGCOK *Mq L,\ DYNATECH ENGINEERWG CORP. WWW.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: September 30. 2015 CLIENT: ORONI. INC. PROJECT: Addition n, ADDRESS: 87 North East 92nd Street,Miami Shores FL CONTRACTOR: Oroni, Inc. Test No. 1 Location: — Center of I?araQe underslab Test No. 2 Location: Center of east addition underslab Test No. 3 Location: East side of rear terrace underslab Test No. 4 Location: West side of rear terrace underslab Test No. 5 Location: Center of north addition underslab Description of Material: _ Light gray sand w/small rock fragments TES's I 2 3` 4 5 DEPTH 12" 12" 12" 12" 12' FIELD DENSITY 103.9 104.5 104.1 103.7 104.2 MOISTURE CONTENT % 9.6 9.4 8.9 9.2 8.8 MAX. DENSITY IN THE FIELD % 98.0 99.2 98.9 98.5 99.0 COMPACTION REQUIREMENTS OF MAXIMUM 95% 95% 95% 95% 95% 100% MAXIMUM DENSITY (LAB) 105.3 105.3 105.3 105.3 105.3 KEMAKKS: ALL Af3UVE TEST RESULTS COMPLY WTiT-1 COMPACTION REOi3IREMENTS Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By: JA Sp to SAso;,o Checked By: WN y>>`'•' ' ya C £1+5 Wiss mani P.E. a f o 39584 ; Z = DYNATECH ENGINEERING CORP. 0. :Florida Reg. No. 39584 STATOR * Z, -Certificate of Authorization No.: CA 5491 A density test determines -the degreecit.compacsicm.o€ die.tessed tapes o€rsatitljtQjkvvipss-ry teststpYace a yoitbeara+geacity . A soil boring test must be provided by client, prior to construction to verify tlO'tfidt—ti('(., `a`n5utuat protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for "ijblicak ,-q,,mliement conclusions or cxtracts from or regarding our reports isreservedpendingonourwrittenapproval. 750 WEST84TH STREET. HIALEAH FL 33014 PHONE t305) 828-7499 FAX (305) 828-9598 E14AIL-INF04ODYNATECHENGINEERING.COM t EC Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-250005 Scheduled Inspection Date: April 12, 2016 Inspector: Rodriguez, Jorge Owner: COWAN, PATRICK Job Address: 87 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: ORONI INC Building Department Comments Permit Number: RC -4-15-920 Permit Type: Residential Construction Inspection Type: Truss Insp Work Classification: Addition Phone Number (786)547-3255 Parcel Number 1132060130290 Phone: (305)685-0412 BEDROOM, FAMILY ROOM, 2ND FLOOR CLOSET infractio Passed Comments ADDITION AND GARAGE & LAUNDRY ROOM ADDITION I INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-249964. Pending Eng for ledgerAinporch Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. April 11, 2016 For Inspections please call: (305)762-4949 Page 8 of 37 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION E2tUILDING ELECTRIC ROOFING APR 2 0 2Q15 I BY: j FBC 20LO J 57-9MasterPermitNo. i Sub Permit No. REVISION EXTENSION RENEWAL PLUMBING MECHANICAL [:]PUBLICWORKS [—]CHANGE OF CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Ci.q K) -E (24 2 S-z( City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 24!) (p 0313 62-10 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):jy`C gn l Phone#: Address: SLS- K) F= a % _ CSC City: t -A ; a fyv State: 1E( zip: Tenant/Lessee Name: Email: hone#: CONTRACTOR: Company Name: 5rr.(1i Phone#: Address: Hc- fAct(' 'l l SU LO s sr't— City: L\ , X'Cx(y-k State: _ zip: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: Address: hone#: Certificate of Competency #: City: hone#: Zip: Value of Work for this Permit: $ 2 T , '1 . — Square/Linear Footage of Work: Type of Work: 7 Addition Alteration New Repair/Replace Demolition Description of Work: 'S ?q Ste. >3 <,KODon 1100 1I'2Oyo (v I'7 3 P r/ j Ln (jam 22'FTI0ry .H 7 S -r 2-' 15'-L602 CL-0, A00 LEO- !l- A ;3 Y C f- G nn eky-c( t t 1ktm nAaon^-Ae:o ^-) Specify color of color thru tile: y Submittal Fee $ ,n P,ermiIt Fee S. ?I Z&2' CCF $ ` 40 CO/CC $' Scanning Fee $ It t CC) Radon Fee $ ' y DBPR $ L1 -3 Notary $ Technology Fee $ a;3 ,2.0 Training/Education Fee $ 55'- 3-a Double Fee $ Structural Reviews $ w `Cb _ •Lo 2yaUD Bond $ -C Uc TOTAL FEE NOW DUE $ Cil el 0Zq Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature k X, OWNER or AGENT Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of Pk CX -JA 20 J S by day of i 20 , by 1 %&-Q 1 , who is personally known to `Q)-pkS CIS, who is p e aliy nown me or who has produced -- C 1 %t -Q- as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign:e Print: Seal:''"'`C w APPROVED BY Revised02/24/2014) M. PASRMA SSION # EE872624 February 07, 2017 identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: '`"`""- REBECA M. PASTWA MY COMMISSION # EE872624 My EXPIRES: Fdxuary 07, 2017 2g f Plans Examiner Z y Zoning 3 Structural Review Clerk From: Rolando Castro Fax: (888) 418-6189 To: +13057568972 Fax: +13057568972 Page 2 of 2 04101 /2016 5:05 PM 'P aII /- , r-- __ is o ACORD® CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDNYYY) 04/01/2016 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 pollcy(les) must 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 UUNIALA NAME: Rolando Castro Consolidated Insurance Nation, Inc. AXAlc No): (305) 412-2085arc°No Ext): (305) 412-2205 (AIC' ADDRESS: rolando@insurancenations.com3701SW87thAve INSURER(S) AFFORDING COVERAGE NAIC t INSURERA : Granada Insurance CompanyMiamiFL33165 INSURED INSURERS: FWCJUA RB Air Conditioned Inc INSURER C : INSURER D : 2530 W. 78 St Bay 1 INSURER E : Hialeah FL 33016 INSURERF: LVVMM1A"C.0 GtK III -IL -AI In NUNIrit K' RFVIRInN NIIMRFR- 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 MAYHAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCEJUM WVDPOLICY NUMBER POLICYYNYYY POLICY EXP LIMITS X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE FX1OCCUR EACH OCCURRENCE $ 1,000,000 PREMISES Ea occurrence $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000A0185FL00077471-0 12/112015 12/112016 GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY PRO- JECT LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS- COMP/OP AGG $ O OTHER: AUTOMOBILE LIABILITY COMBINED Ea accident $ BODILY INJURY (Per person) $ ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY Per accident $ NON -OWNED HIRED AUTOS AUTOS PROPERTY DAMAGE - Per accident $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS -MADE AGGREGATE $ DED RETENTION $ B WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PRO PRIETOR/PARTNER/EXECUTIVEE.L. OFFICER/MEMBER EXCLUDED? N] Mandatory In NH) If yes, describe under NIA 7D771320 10/302015 10/302016 PER OTH- STATUTE ER EACH ACCIDENT $ 500000 E.L. DISEASE - EA EMPLOYEE $ 500000 E.L. DISEASE - POLICY LIMIT I $ 500000DESCRIPTIONOFOPERATIONSbelow DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached If more space Is required) Air Conditioning Equipment - installation, servicing, or repair CERTIFICATE HOLDER rANCI=1 I ATIn1J Miami Shores Village Building Department 10050 N. E. 2 Ave Miami Shores Village FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Humberto Torres 4 ACORD CORPORATION. All rights AUL)KD 25 (2014101) The ACORD name and logo are registered marks of ACORD Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-244678 Scheduled Inspection Date: October 02, 2015 Inspector: Rodriguez, Jorge Owner: COWAN, PATRICK Job Address: 87 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Permit Number: RC -4-15-920 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Phone Number (786)547-3255 Parcel Number 1132060130290 Contractor: ORONI INC Phone: (305)685-0412 Building Department Comments BEDROOM, FAMILY ROOM, 2ND FLOOR CLOSET Infractio Passed comments ADDITION AND GARAGE & LAUNDRY ROOM ADDITION I INSPECTOR COMMENTS False Inspector Comments Passed 01 CREATED AS REINSPECTION FOR INSP-232868. Missing block recess 74W / C Failed TG%?,ryis z y-;,r Co Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. October 01, 2015 For Inspections please call: (305)7624949 Page 32 of 37 Notice of Preventative Treatments for Termites As required by Florida Building Code (FBC) 104.2.6) X49& ;Z>edt &aozd, lac. 305) 274-5541 3o sw lysf 1u,am, F4 33168 Permit # Address of Treatment or Lot/Block of Treatment Date Time Applicator y P. y Pte, on,.- by"N. /4 Product Used Chemical used (active ingredient) Number of gallons applied S `o• /24Q Percent Concentration Area treated (square feet) Linear feet treated hlopl2a.'v X4-40 Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line. Authorized Signature License# JB846 0; -f -o ' Y / eo '-, 7 A o 7 /L 9 S k A Miami S40re.3 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUISTO, AICP PLANNING S ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ -6-14-2014107 Property Address: 87 NE 92nd Street Property Owner/Applicant: Bernadette Lopez Address: 87 NE 92nd Street, Miami Shores, FL 33138-2811 Agent: Mark Campbell Address: 373 NE 92nd Street, Miami Shores, FL 33138 Whereas, the applicant Bernadette Lopez (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. First and second - story additions. Whereas, a public hearing was held on July 24, 2014 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The proposed improvements comply with the Code of Ordinances of Miami Shores Village and are harmonious with the community subject to the conditions of approval. 2. The decision of the Planning and Zoning Board is based on the evidence submitted and representations made, and in the official record of the hearing. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a first floor addition of 2,057 sq. ft. and a 247 sq. ft. second floor addition 2) Applicant to obtain all required building permits before beginning work. Page 1 of 2 3) 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. 4) Applicant to meet all applicable code provisions at the time of permitting. 5) 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 24`h day of July, 2014 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowitz Yes Chairman Fernandez Yes Z-69( Date 1 M. F Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Patrick G. Cowan and Bernadette A. Lopez Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 87 NE 92 Street City Miami Shores State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lots 22 & 23, Block 2, Plat Book 10, Page 70, Miami -Dade County, Florida A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. N 25° 51'35.66" Long. W 80° 11'44.01" Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 B A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? Yes ® No d) Engineered flood openings? Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP Community Name & Community Number B2. County Name B3. State Village of Miami Shores 120652 Miami -Dade Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086C-0302 L 9-11-2009 Effective/Revised Date Zone(s) AO, use base flood depth) Designation Date: N/A CBRS OPA 9-11-2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM Community Determined Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 NAVD 1988 Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date: N/A CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings* Building Under Construction` ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: N-568 Vertical Datum: N.G.V.D. 1929 Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 NAVD 1988 Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.83 ® feet meters b) Top of the next higher floor 20.58 ® feet meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. feet meters d) Attached garage (top of slab) N/A. feet meters e) Lowest elevation of machinery or equipment servicing the building 11.07 ® feet meters Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 10.20 ® feet meters g) Highest adjacent (finished) grade next to building (HAG) 10.45 ® feet meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. feet meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a Check here if attachments. licensed land surveyor? ® Yes No Certifier's Name Rolando Ortiz Title President Address 9350 S 22 Terrace Signature License Number 4312 Company Name Gunter Group, Inc. City Miami State FL ZIP Code 33165 Date 4-20-2015 Telephone 305-220-0073 s-3/Z FEMA Forrn 085-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 87 NE 92 Street City Miami Shores State FL ZIP Code 33138 Company NAIC Number: SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Machinery or equipment servicing the building: A/C Unit C unit located on the Rear Side of the House oordina es shown herein were obtained from hand held GPS (Garmin Vista-etrex) of the Road Elevation: 10.32 feet NGVD 1929 Sign ure Date 4-20-2015 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as-built lowest floor (including basement) of the building: feet meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters Datum G10. Community's design flood elevation: feet meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 87 NE 92 Street City Miami Shores State FL ZIP Code 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 87 NE 92 Street City Miami Shores State FL ZIP Code 33138 Company NAIC Number: If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. AM12M Right Side View FEMA Form 086-0-33 (7/12) Replaces all previous editions. d CZ r -n /6 tl\,) MARK A. CAMPBELL ARCHITECT # 11074 373 N.E. 92ND STREET MIAMI SHORES, FL 754-2318 p f 758-7666 MARK A. CAMPBELL ARCHITECT # 11074 373 N.E. 92ND STREET MIAMI SHORES, FL 754-2318 p f 758-7666 it, C ri T 17 Vv, r,,,N 1S'% MARK A. CAMPBELL ARCHITECT # 11074 373 N.E. 92ND STREET MIAMI SHORES, FL 754-2318 p f 758-7666 Y.. r4 =.. t r R' x ,. fi Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: Permit No: PC 16 SNoRFs u googol" 77, dvd XORiDp Yo rnti. Structural Critique - S ed Ashraf, V'-6 ,, -C'rl S e- S 'tf 470 idQ`` S CIOI Y: C- X oC&rz> Ito Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami shores V Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: q - i q- IS' Permit No: %-C-15 _`'12,0 5°RES mail ORIDA Structural Critique — Syed Ashraf g c - i -s `-`-f ® `-' F" tee, PA lid FY 0 v1 0&' V S' " 4 c 'O V, C I L T-- AA - ILI 0,4 fico ,(• "` 1 C 0 -k,-a CT C---> 011*Y' 101—r h- C1 I1 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: # .-z"- 5 Permit No: RC 15- '12-0 Structural Critique - Syed Ashraf t r - CIO c.o NAO AQYr T /d PL.--3 '-'- -Vz d-f'- Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 April 30, 2015 Permit No: RC -15-920 Building Critique 1. DERM, Health Department and Impact Fee section review and approval required. Provide a survey with the crown of road and back of sidewalk elevation. w"3.Reflect the change of elevation between the house and the new garage. R311.3.1 Floor elevations at the required egress doors. Landings or floors at the required egress door shall not be more than 11/2 inches (38 mm) lower than the top of the threshold. 5. The door from the house to the garage is a swinging door. according to the door Yhedule door #6 is a double sliding door. 6. Provide location and dimensions for the required attic access. 1. attic ventilation and calculations. Ismael Naranjo Building Official Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. RC -15-920 87 NE 92 ST 4/22/15 1. FBC 107.1 Health Department approval required for onsite sewage disposal. 2. FBC 107.1 Plumbing Diagram with size of all lines and location of all fixtures and D.F.U. 3. FBCR P2705.1 Show fixture clearance for water closets, tubs, lavatories, bidets etc..... 4. FBCR P2801.1 Provide type, size or model of water heater. 5. FBCFG 402.2 Provide gas isometric Show pipe material Total BTU's Total developed length Type of gas Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 April 30, 2015 Permit No: RC -15-920 Building Critique 0 DERM, Health Department and Impact Fee section review and approval required. provide a survey with the crown of road and back of sidewalk elevation. S (5 5 deflect the change of elevation between the house and the new garage. X311.3.1 Floor elevations at the required egress doors. CC1,c wi Landings or floors at the required egress door shall not be ore than 11/2 inches (38. mm lower than the top of the threshold. L,5 -The door from the house to the garage is a swinging door. accordin to tFie doo schedule door #6 is a double sliding door. S . bo A Fat .o Uz D<<•S vide location and dimensions for the required attic access. • 2 1 2 S f Z tz vide attic ventilation and aiculations7a-?,dx0111fr'- n o D X Z 5 k c0 Ismael Naranjo ( -t-,LBuildingOfficialsF. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. V 7 t e RC -15-920 87 NE 92 ST 4/22/15 (,L 0 k'TIIAZ-,I'W FBC 107.1 Health Department approval required for onsite sewage disposal.'J 2,-'FBC 107.1 Plumbing Diagram with size of all lines and location of all fixtures anYFF.U. t,3/FBCR P2705.1 Show fixture clearance for water closets, tubs, lavatories, bidets etc.....S P Z OSI CR P2801.1 Provide type, size or model of water heater. 5 tq— 1' FBCFG 402.2 Provide gas isometric _ r/rM, G,A,5 /ltiri, OShow pipe material 3 0 BTU'staldevelopedlengthpeofgas 4- 11 V 17 10 Si Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: R `22" 15 Permit No: 9C 16- `f 20 Structural Critique — Syed Ashraf 0 e :) ---VL/3 , Ccl W., CA-\ p Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: I C -•'I ZO DATE: _ S LA -- o Contractor ( NAME) Owner hitect Picked up 2 sets of plans and (other) ' ) S ,'" Address: From the building department on thi order to have corrections done to plans And/or get County Miami Shores Vil Acknowledged I understand #t the Building PERMIT CLERK INITIAL: i RESUBMITTED DATE: 66a I l5 PERMIT CLERK INITIAL: !;:- to be brought back to Miamishores vilage RECEIPT Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 b - PERMIT* C-6 C o DATE: • I T Z(- ` S/ 1, M /k -W A- CA NAME) L L,--- Contractor o Ownerwn itect Picked up 2 sets of plans and (other)fz— Address: Z From thebuildin partment on this date in And/or ge ounty stamps. I understand t Miam Shores Village Building PERMIT CLERK INITIAL: RESUBMITTED DATE: r/ PERMIT CLERK INITIAL: 4::L to have corn ions done to plans back to BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 r NOV 19 2015 BY: FBC 201 Master Permit No. /zL` Sub Permit No. BUILDING ELECTRIC ROOFING REVISION EXTENSION RENEWAL PLUMBING MECHANICAL E] PUBLIC WORKS CHANGE OF CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: v" c= Z- e"7— City: Miami Shores County: Miami Dade Zip: 3 l i f- Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Yfl 'f/2 LK - Phone#: Address: 6,q, ^fes City: State: Zip: Tenant/Lessee Name: Email: CONTRACTOR: Company Name: 013?w //"/< Phone#: 0yIZ Address: / j Z' V-- Z" e" City: /V , "-e' State: /--z- Zip: Qualifier Name: 72-14 A-"Dp lam= /—.-- _-5/* 55 Phone#:'30F State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Type of Work: Addition Alteration LL Description of Work: %Lc -tom Specify color of color thru tile:, City: State Square/Linear Footage of Work: New Repair/Replace A;5:4441/,o.V Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Revised02/24/2014) CCF $ DBPR $ Zip: Demolition CO/CC $ Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ P 61 . 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 I Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature 4J1JadWV Signature _s ` OWNER o T CONTRACTOR The foregoing instrument was acknowledged before me this Theforegoinginstrument was acknowledged before me this day of N 0 20 S by I day of 120 IS by r lVA 1 Q_ L. 15Q who is personally known to 6`p 1rh Is personally known toy me or who has produced P(— 0OV&ft— as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: Sign: Print Seal APPROVED BY Revised02/24/2014) J ppb' NOTARY PUBLIC: 1180d x aDP Sign Print: Seal: Plans Examiner Structural Review c- NIli urll//i a = X10 Zoning Clerk ACiORGIr CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY) TYPE OF INSURANCE 11/10/15 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 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: Vicky Fernandez PHONE (305) 433 4068 aAX No): (888) 420-6814OccidentalRisksServices, Inc 11890 SW 8st Suite 500 ADMADR'Lssl vicky@occidentairisks.com INSURERS AFFORDING COVERAGE NAIC # Miami, FL 33184 INSURER A : Seneca Specialty Insurance CompanyPhone (305) 433-4068 Fax (888) 678-2045 INSURED INSURER B INSURER C : Oroni Inc INSURER D : 14040 NW 6 Court INSURER E: North Miami, FL 33161 (305) 685-0412 INSURER F : 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. INSRLTR TYPE OF INSURANCE ADDL INSR UBR WVD POLICY NUMBER POLICY EFFMMIDDIYYYY POLICY EXPMMIDD/YYYY LIMITS A GENERAL LIABILITY COMMERCIAL GENERAL LIABILITYSePREMISESS F-] r-]CLAIMS-MADEa OCCUR N BAG -1041987 11/10/2015 11/10/2016 EACH OCCURRENCE $ 1,000,000.00 DAMAGE(RENTED 100'000.00Eaoccurrence $ MED EXP (Any one person $ 5,000.00 PERSONAL 8 ADV INJURY $ 1,000,000.00 GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: PRO LOCPOLICY JECT PRODUCTS - COMP/OP AGG $ 2,000,000.00 AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ Per accident UMBRELLA LIAB OCCUR EXCESS LIAB CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICERIMEMBER EXCLUDED?F-1N Mandatory in NH) Ifyes, describe under DESCRIPTION OF OPERATIONS below A WC STATU ORH E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) General Contractor CERTIFICATE HOLDER CANCELLATION Village Of Miami Shores Building Dept. 10050 N.E. 2nd Avenue Miami Shores, FI. 33138 ACORD 25 (2010/05) CIF SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE e @ 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD E oECo TRUSS COMPANY, 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. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis. The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Member Planes. The Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building Designer. 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: he act ofcutting 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 manufacturedaiter:, th%%gire;r,:-tht0btVr and homeowner waive all warranties and liabilities by Deco Truss Company, Inc..its QfteGs Jid;9rygi$®er. AANuture, questions regarding said structure and warranties will be held by the persoI16.w3ort redesigned ""d tructes and altered them. ALWAYS REFER TO THE ATTACHED HIB-91-3unftary gleet.' %e TRUSS COMPANY, INC. Trusses & Building Materials Re: 9144: Res.: Lopez & Cowan Site Information: Project Customer: ORONI Lot/Block: Site Name: 87 NE 92 St., Site Address: Miami Shores, FL St: Zip: Deco Truss Company, Inc. 13980 SW 252nd ST Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Job Name: Res.: Lopez & Cowan Subdivision : General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TP12007 Design Program: 7.61 Jan 29 2015 Roof Load: 55.0psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 52 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 this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1 Date 11/13/15 Truss ID# Al Seal# 0001 2 11/13/15 A10 0002 3 11/13/15 All 0003 4 11/13/15 Al2 0004 5 11/13/15 A13 0005 6 11/13/15 A14 0006 7 11/13/15 A15 0007 8 11/13/15 A16 0008 9 11/13/15 A17 0009 10 11/13/15 A18 0010 11 11/13/15 A2 0011 12 11/13/15 A3 0012 13 11/13/15 A4 0013 14 11/13/15 A5 0014 15 11/13/15 A6 0015 16 11/13/15 A7 0016 17 11/13/15 A8 0017 18 11/13/15 A9 0018 19 11/13/15 AG19 0019 20 11/13/15 B1 0020 21 11/13/15 BG2 0021 22 11/13/15 CJ11 0022 23 11/13/15 CJ11A 0023 24 11/13/15 CR 0024 No. 25 Date 11/13/15 Truss ID# CJ9 Seal# 0025 26 11/13/15 D1 0026 27 11/13/15 D2 0027 28 11/13/15 D3 0028 29 11/13/15 D4 0029 30 11/13/15 D5 0030 31 11/13/15 D6 0031 32 11/13/15 DG7 0032 33 11/13/15 E1 0033 34 11/13/15 EG3 0034 35 11/13/15 H1 0035 36 11/13/15 HG2 0036 37 11/13/15 J1 0037 38 11/13/15 J11 0038 39 11/13/15 J1A 0039 40 11/13/15 J3 0040 41 11/13/15 13A 0041 42 11/13/15 J5 0042 43 11/13/15 15A 0043 44 11/13/15 J5B 0044 45 11/13/15 J7 0045 46 11/13/15 17A 0046 47 11/13/15 J9 0047 48 11/13/15 J9A 00}j • No. Date Truss ID# Seal# 49 11/13/15 J9B 0049 50 11/13/15 V2 0050 51 11/13/15 V4 0051 52 11/13/15 V6 0052 The seal on this index sheet indicates acceptance of professional engigeerqu r0spor4bnrty solely for the truss design drawings listed above and attached. • • • • • • • • • • Truss Design Engineer's Name: Mahmound Zolfaghari P.E.... • License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33:76 : •: NOTE: The suitability and use of each component for any particular building is the; ; •" responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. ; . : : :': • . . I II 13 Page 1 of 1 Engineers Name Date Job 9144 Truss ;Truss Type ioty I At Roof Special 1 i I Inc. Fri Nov 13 69:17:10 2015 Pa( bLPTDjx6ycVM?7_81 HJviyJf EIV 9-1-8 14-3-819-5-8 26-5-8 3-0-0 6 1 8 5-2-0 ----T 5-2-0 -- 7-0-0 Scale = 1:45.6 4.00112 4x4 = 16 18 1 22 14 4X6 = 3x4 = 3x6 = 2.00 12 26-5-8 15 LOADING(psf) SPACING- 2-0-0 j CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 i Plate Grip DOL 1.33 TC 0.96 Vert(LL) 0.2211-12 999 360 I MT20 244/190 TCDL 15.0 i Lumber DOL 1.33 Be 0.99 Vert(TL) 0,4611-12 606 240 BCLL 0.0 Rep Stress Ina YES WB 0.77 \ Horz(TL) 0.17 15 n/a n/a iBCDL10.0 Code FRC2010/TPI2007 Matrix -M) Weight: 142 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W8: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 1=39/0-8-0 (min. 0-1-8),14=165810-8-0 (min. 0-1-8),15=1267/G-5-8 (min. 0-1-8) Max Horz1=338(LC 6) Max Upliftl=-59(LC 19), 14=-816(LC 4), 15=-464(LC 4) Max Gravl=205(LC 15), 14=1658(LC 1), 15=1267(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-470/491, 2-3=-3591/1957, 34=2373/1391, 4-5=-224511399, 5-20=-1361/904, 6-20=1286/913, 6.21=-1277/894, 7-21=-1385/884, 8-15=-1267!785,7-8=-1200/813 BOT CHORD 18 -19= -415/482,19 -22= -415/135,14 -22= -415/135,13 -14= -1622/1008,2-13=-1549/1050,12-24=-1998/3279,11-24=-1998/3279, 11-25=-1345/2187,10-25=-1345/2187,9-10=-1345/2187 WEBS 2-12=1877/3234, 3-12=-66/426, 3-11=1158/693,5-11=-188/493,6-9=-81/365.7-9=-737/1221. 5-9=1182R20,16-17=-375/275, 1-18=-306/420 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=27ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 16-5-8, Exterior(2) 16-5.8 to 19-5-8, Interior(1) 22-5-8 to 26-2-12 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 3) Plate(s) at joint(s) 4, 6, 1, 14, 2, 13, 12, 10, 3, 11, 5, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 5) Bearing at joint(s) 14, 15 considers parallel to grain value using ANSI/TPI 1 angle tograin formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capableofwithstanding 59 Ib uplift at joint 1, 816 lb uplift at joint 14 and 464 Ib uplift atjoint 15. 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, nonconcurent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • as ••• •• JRhrt:8nd zbV,1.-1",Y P -E! .•. I ;onsu:ing.Enyne41: . : .. • 13901fi.W.1b:Ave•' :•• Miami, Florida 33176 Phpne 3Q5,A.5 -%4214 Fax 3V-;45-4243 Florida ProfPssic:vi E:lgine:rin4 License No. 36921 SpJr.1%Mspactor:Licew 1a1o.616 IJob Truss ____-[Truss Type i(Ity iPly ILOPEZ&COWAN (JI) 9144 iA2 Roof Special I 1 1 LOADING(psf) SPACING- 2-0-0 DEFL. in (loc) I/deft Ud I Job Reference [optional) _ J DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:24 2015 Pac ID:5KilLn RySmuwvyJ UnXjYzCyJwCz-WIYKdOD_vrDlcDjbSXbh 1AI KDbSld K72MTg2OuyJfE9 3-0-0 8-6-0 11-1-8 14-3-8 1 19-5-8 26-5-8 3.0_0 i 5 6 0--------2.7 $ --- 3 2 0_-5-2-0 — p 1111-- O 1 3x6 = 4X4 2.00f_123x4 = Scale = 1:46.4 4.00 F12 4x4 = 6 2" FLAT TOP 14 0-4-0 2-8-0 3-0-0 8-6-0 11-1-8 14-3-8 19-5-826-5-8 r01402-4-6___Z -4-0 5-6-0 2-7-8 3-2-0 5-2-0 7-0-0 Plate Offsets (X,Y}- [6:0.2-0,0 2-8Ln a2-4,011-81,18:0-3-0, dgel,[11:0-3-0,0-2-4], [12:0-1-13,Edge]_[73:0 2-0,0-1-81 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) 0.22 10.11 >999 360 I MT20 244/190 TCDL 15.0 BCLL 0.0 Lumber DOL 1.33BC Rep Stress Ina YES 0.77 WB 0.80 Vert(Q -0.73 9-10 >385 240 Horz(Q 0.17 14 n/a n/a BCDL 10.0 _ Code FRC2010ITP12007 - Matrix -M) Weight 138 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 "Except* BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing. B2: 2x6 SP No.2, B4: 2x4 SP M 31 WEBS 1 Row at midpt 2-11 WEBS 2x4 SP No.2 'Except' MiTek recommends that Stabilizers and required cross bracing be installedW8: 2x6 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=-76/0-8-0 (min. 0-1-8), 13=1698/0-8-0 (min. 0-1-8),14=1263/0-5-8 min. 0-1-8) Max Horz1=338(LC 6) Max Upliftl=-76(LC 1), 13=821(LC 4), 14=-464(LC 4) Max Gravl=185(LC 15).13=1698(LC 1), 14=1263(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -16= -516/589,2 -3=3500/1905,3 -4= -3356/1923,4 -5= -3207/1933,5 -19=-1459/947,6-19=-1382/961,6-20=-1374/940,7-20=-1481/930, 8-14=1263/783, 7-8=1205/806 BOT CHORD 17-18=-508/527.18-21=508/181,13-21=508/181,12-13=1656/1021, 2-12=-1534/1026,11-23=-1993/3266,10-23=-1991/3274, 10-24=1512/2376, 9-24=1512/2376 WEBS 2-11=-1985/3411, 5-10=-489/1028,6-9=-103/423,7-9=-756/1288, 5-9=-1258/843, 3-11=-371/307.15-16=-419/355.1-17=-396/468 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=27ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 16-58, Exterior(2) 16-58 to 19-58, Interior(1) 22-58 to 26-2-12 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 3) Plate(s) at joint(s) 4, 6, 1, 13, 2, 12, 10, 11, 5, 9, 7 and 3 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. 5) Bearing atjoint(s) 13, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ofbearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 1, 821 Ib uplift at joint 13 and 464 Ib uplift atjoint 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, nonconcurrenl with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • 000 • • 000 A.1ahmoufx}EolfltPa lari, P'. ,' Co;su14ing ngj1 *rs .. 15101 S.W;10°Ave. : :.• Miami, Florida 33176 Phone 305-253-24J8 Fa4 31,5;235-4248 FloridaJ* ofc:;i*tn$1 EnIne4ing License No. 36921 pe`cfal Ipsp44 INCri a N4 636 0 0 0 000 Job Truss Truss Type Qty Ply LLOPEZ 8 COWAN (Jp I9144 j A3 Roof Special 11 1 L_` TCLL 30.0 i i Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:27:13 2015 Page ID:5KilLnRySmuwvyJUnXjYzCyJwCz-m3d?EoLSCpQAnIFoSkgoPNB1 UORJ8kwlocrjYFyJf4y 8-6-0 13-1-8 14-3-8 17-4-8 21-6-8 26-5-8 3-0-0 5-6-0 - 4-7-8 1-2-0 3-1-0 4-2-0 4-11-0 I 4.00;12 5x6 2" FLAT4T,QP= 21 Scale = 1:47.3 3x6 = 9X9 - 2.00112 3x4 = 0 0 2-8-0 3-0-0 8-6-0 13-1-8 14-3_8. 17-4-8 21-6-8 _ 26-5-8 0-4-02-4-0 0-4-0 5-6-0 4-7-8 ' 1-2-0' 3-1-0 4-2-0 4-11-0 16 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 I Vert(LL) 0.25 12-13 999 360 I MT20 244/190 TCDL 15.0 Lumber DOL 1.33 I BC 0.95 Vert(TL) 0.4912-13 574 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.21 16 n/a n/a BCDL 10.0 Code FRC2010/rP12007 I Matrix -M) I Weight: 144 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 62: 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W10: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-3 ocpurlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide_ REACTIONS. (Ib/size) 1=-92/0-8-0 (min. 0-1-8),15=1716/0-8-0 (min. 0-1-8),16=1261/0-5-8 (min. 0-1-8) Max Horz1=321(LC 6) Max Uplift1=92(LC 1), 15=-842(LC 4), 16=-487(LC 4) Max Grav1=178(LC 15), 15=1716(LC 1), 16=1261(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-572/629,2-3=3503/2061. 3-4=-3194/2070, 4-5=-3046/2080, 5-6=-1944/1412, 7-21=-1414/1024, 8-21=1427/1009, 9-16=-1261/902, 8-9=-1211/920,6-7=1289/1042 BOT CHORD 19-20=545/579, 20-22=-545/233.15-22=545/233,14-15=-1672/1092, 2-14=-1544/1083,14-23=264/86,13-24=2142/3269, 12 -24= -2138/3278,12 -25= -1850/2665,11-25=1850/2665,11-26=-1234/1819,10-26=-1234/1819 WEBS 2-13=2203/3484, 5-12=-375!744, 8-10=911/1349, 5-11=1158/838, 3-13=-331/340, 3-12=-361/230, 6-11=-503/836.6-10=-786/488, 17-18=-457/382,1-19=-427/511 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=27ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9.4 to 13.1-9. Extedor(2) 13-1-9 to 25-9-7, Interior(1) 25-9-7 to 26-2-12 zone; cantileverleft exposed ; porch left exposed;C-C for members and forces 8 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) Bearing atjoint(s) 15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 1, 842 Ib uplift atjoint 15 and 487 lb uplift atjoint 16. 7) This truss hasbeen designed for a moving concentrated load of 200.01b dead located atall mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • 0 Mthln un4 Z001hari, ISE. • • • Gonsultin%En1:bveers •• 13901 S.W. 108 Ave. Miami, Florida 3176be • •. Phone V 2,:,y-2423 Faic 305-235-4248 Flc4a ofe*si,300 •• '• License No. 36921Specttlllls'pecror License No. 636 9144 O 1,. 4x4 . 3x4 = 3x6 = A4 j Roof Special I 1 1 Job Referenc1optional) Princeton, FL 33032 7.610 s Jan 29 2015MiTek Industries, ID:SKiILnRySmuwvyJUnXjYzCyJwCz-3ycVrpg9YPbM C2tgM r 8-6-0 14-6-8 15-11-81 22-11-8 5-6-0 6-0-8 ' 1-5-0 ' 7-0-0 4.00 12 2" FLAT TOP 1x4 II 4x6 = 4x6 3x10 MT20HS% 5 6 7 Scale = 1:47.3 N N 2-8-0 8-6-0 14-6-8 5-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL30.0 I Plate Grip DOL 1.33 TC 0.96 Vert(LL) 025 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.64 10-11 >437 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.21 15 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix -M) j Weight: 139 lb FT = 0% 15 I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. BOT CHORD 2x4 SP M 31 -Except- WEBS 1 Row at midpt 2-12,6-10 B1: 2x4 SP No.2, B2: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installedWEBS2x4SPNo.2 "Except* during truss erection, in accordance with Stabilizer Installation guide. W9: 2x6 SP No.2 REACTIONS. (Ib/size) 1=82/0-8-0 (min. 0-1-8),14=1705/0-8-0 (min. 0-1-8), 15=1262/0-5-8 (min. 0.1-8) Max Horz1=310(LC 6) Max Upliftl=-82(LC 1), 14=839(LC 4), 15=-506(LC 4) Max Gravl=182(LC 15), 14=1705(LC 1), 15=1262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=563/608, 2-3=3525/2161, 3-20=-3094/2102, 4-20=-3002/2103, 4-5=-2959/2112, 5-6=-3060/2277, 7-8=1366/967, 9-15=-1262/922, 8-9=1256/913, 6-7=1262/975 BOT CHORD 18-19=526/572, 19-21=526/215, 14-21=-526/215,13-14=-1 662/1106, 2-13=-1534/1096,12-23=-2252/3293,11-23=-2248/3306. 11-24=1698/2363.10-24=1698/2363 WEBS 2-12=-2278/3463,5-11=-385/438,8-10=-973/1449.6-11=-847/1229, 3-12=-325/359,3-1l=-462/311,6-10=-1248/922.16-17=-455/371, 1-18=-414/508 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 11-8-9, Exterior(2) 11-8-9 to 26-2-12 zone; cantilever left exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line atjoint(s) 7. 6) Plate(s) at joint(s) 4, 6, 1, 14, 2, 13, 11, 9, 12, 5, 10, 8 and 3 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 7 checked for a plus or minus 4 degree rotation about its center. 8) Bearing atjoint(s) 14, 15 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1, 839 Ib uplift atjoint 14 and 506 Ib uplift at joint 15. 10) This truss has been designed fora moving concentrated load of 200.01b dead located at all mid panels and at all panel points: loi g titre BDtto? C! ril, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • ••• • •• • • • • • • • • LOAD CASE(S) Standard 90 1 iIkMOulnd`F-o"ghari, T?V. .0. clsulting ngjnaer5 : 000 13101 S.bV;IOgpA,ve. ••• Miami, Florida 33176 Phone 305-253-;4Z8 Fax 3oS-05-42480Flori0F0ofeLIM: Engineering License No. 36921 Spec til lIspe:toc Lioen ei Npi {360 • 000 0 . • 9144 IA5 I Roof Special SS COMPANY INC., Princeton, FL 33UJZ Kun: r.blU s Jan ZVZUIb Print: r.blU s Jan ZV LUl Mi I eK moustnes, Inc. Fri NOV 13 ID:5Ki I LnRySmuwvyJUnXjYzCyJwCz-PWnrSmGVz4jA5r1 Mh NgdCOTl3Coa; 3-0-0 _8-6-0 _ _ 12-8-0 _ 13-11-8 19-5-8 _ 24-11-8 _26-5-8: 3-0-0 5-6-0 — 4-2-0 1-3-8-3-8 ' 5-6-0 — 5-6-0 1-6-0 2" FLAT TOP 4x6 = 1x4 II 4 2.5 5 26 2x4 11 4x6 11 Scale: 1/4"=l' 15 17 18 20 13 3x4 = 3x6 = 4x4 - 2.00 12 2-8-0 3-0.0 8-6-0 14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) 0.25 10-11 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.33 BC 0.87 Vert(TL) -0.54 9-10 >518 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.22 14 n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix -M) Weight: 137 Ib FT = 0% L ---- ------------ --- --- LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. B2: 2x6 SP No.2, B4: 2x4 SP M 31 WEBS 1 Row at midpt 2-11 WEBS 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installedW9: 2x6 SP No.2 I during truss erection, in accordance with Stabilizer Installationguide_.__ REACTIONS. (Ib/size) 1=-100/0-8-0 (min. 0-1-8). 13=1725/0-8-0 (min. 0-1-8), 14=1260/0.5-8 (min. 0-1-8) Max Horz1=293(LC 6) Max Upliftl=-IOO(LC 1), 13=852(1_C 4), 14=-533(LC 4) Max Gravl=175(LC 15), 13=1725(LC 1). 14=1260(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -16= -607/646,2 -3= -3484/2228,3.19= -3222/2182,4 -19= -3142/2196,8 -14=1260/894,4-25=-2308/1640,5-25=-2308/1640,5-26=2308/1640. 6-26=2308/1640 BOT CHORD 17 -18= -561/612,18 -20= -561/235,13 -20= -561/235,12 -13= -1680/1142,2 -12=-1546/1129,12-21=-282/102.11-21=267/111,11-22=-2336/3250, 10 -22= -2333/3260,10 -23=-1934/2648,9-23=-1934/2648,9-24=-427/582,8-24=-427/582 WEBS 2-11=2412/3484, 5-9=-562/500, 6-9=-1305/1935,4-10=43W778, 3-11=-343/366, 3-10=320/269, 4-9=-384/380,6-8=-1 312/1010, 15-16=-485/394,1-17=-440/542 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=27ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-8-9, Exterior(2) 9-8-9 to 13-11-8, Interior(1) 18-2-7 to 20-8-9, Exterior(2) 24-11-8 to 26-2-12 zone; cantilever left exposed ; porch left exposed;C-C for members and forces 8 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) Bearing atjoint(s) 13, 14 considers parallel tograin value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint 1, 852 Ib uplift atjoint 13 and 533 Ib uplift at joint 14. 7) This truss has been designed fora moving concentrated load of200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • 1a`Vound jolfa Iri, P.t;. Con;Ultih0I a-iI rve:S • • • • • 13901 S.W. 108 Ave. • • • Miami, Florida 33176 Bhone 30&K)L2J2$Fax 301 35-4248 ilorida PrQfessldrjal V-ngiricering License No. 36921 i of lr4octor, License No! 6J6 9144 i A6 1Roof Special II 11 1 L _ 1 Job Referer DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jar ID:5Kil LnRySmuwvyJ UnXjYzCyJw 3-0-0 7-1-8 14-3-8 _ __— 18-4-1 20-6-15 3-0-0 -r - 4-1-8 7-2-0 -- 4-0-9 - 2-2-14 1 0 4.00 r12 4x4 = 6 4x4 = 7 26-5-8 RYOL?X01 Scale = 1:46.7 3x6 = 3x4 = 2.00 123x8 = 0-4j0 2-8-0 3-0-0 7-1-8 14-3-8 20-6-15 26-5-8 10-4-0 2-4-0 0=4-0 4-1-8 7-2-0 6-3-7 5-10-9 Plate Offsets LX,Y=j20-4-8,0.1-8j, [6:0.2-0,0-1-121, [8:0-1-0,0-2-Oj,_ [12.0 2_12,0 1_8j,-[14:0 4 0,0.0.12j, (15_0.1-12,0-1-8] --- i LOADING(psf) SPACING- 2-0-0 CSI. 1- — DEFL. in (Ioc) I/deft Ud I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.18 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(TL) -0.55 12-13 >515 240 BCLL 0.0 Rep Stress Incr YES I WB 0.84 Horz(TL) 0.11 16 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) Weight: 149 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. B2: 2x6 SP No.2, B4: 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installedWEBS2x4SPNo.2 "Except* during Wss erection in accordance with Stabilizer Installation guide_ i W9: 2x6 SP No.2 REACTIONS. (Ib/size) 1=167/0.8-0 (min. G-1-8),15=179910-8-0 (min. 0-1-8),16=1253/0-5-8 (min. 0.1-8) Max Horz1=329(LC 6) Max Upliftl=-167(LC 1), 15=-870(LC 4), 16=-472(LC 4) Max Gravl=166(LC 6), 15=1799(LC 1), 16=1253(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-617/826,2-3=-3138/1562. 3-4=-2203/1083, 4-5=-2023/1094, 5-6=-2193/1259, 7-8=-1228/667, 9-16=-1253/660, 8-9=-1197/684, 6-7=-1086/691 BOT CHORD 19-20=732/624, 20.21=-732/278, 15-21=732/278, 14-15=-1744/1005, 2-14=-1538/947, 14-22=-801/350, 13-22=-788/357, 13-23=1682/2915, 12-23=1682/2915,12-24=-653/1258,11-24=653/1258,10-11=-653/1258 WEBS 2 -13= -2016/3693.3 -12= -948/616.5 -12= -599/484,8 -10= -589/1174,6 -10=-541/275,6-12=687/1198,17-18=508/540,1-19=-603/566 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=27ft: Cat. II: Exp C; Encl., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0.0.0 to 2-9-4, Interior(1) 2-9-4 to 26-2-12 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 3) Provide adequate drainage to preventwater ponding. 4) Plate(s) atjoint(s) 4, 6, 7, 1, 15, 2, 14, 13, 3, 5, 10, 8 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 11 and 9 checked for a plus or minus 5 degree rotation about its center. 6) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 1, 870 Ib uplift at joint 15 and 472 Ib uplift at joint 16. 8) 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • Maf mound Zolf hari, 1:E. • ConsUttir19 En;naers .: :• 13901 S. V 103 •Ave. • • • Miami, Florida 33176 Phome ig*2f314:8 Fal, 3W235-4248 Flo4da Arof&.Si1n:l $n *'ne;ing License No. 36921 SpMalJpspec r l:cerise I#M-636 9144 I A7 j Roof Special DECO TRUSS COMPANY INC., Princeton, FL 33032 Ru 3-0-05-1-8 10-8-13 16-4-1 3-00 —2 1 8 -- 5 7 5 i— 5-7-5 4.00 12 1 j 1 Job Reference (optional) s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industr itLnRySmuwvyJ U nXjYzCyJwCz-p5T_5ol NG?5lyIlxl 22-6-15 6-2-14 4x84x4= 4x4 == 6 7 18 cu - « 10 oxo — 3x6 = 3x6 — 3x4 = 2.0051-2 4X6 = 2-8-0 3-0-0 5-1-8 10-8-13 2-4-02-4-00 4-0 2-1-8 5-7-5 Scale = 1:47.3 c rn IU cl i4 I 17 0 LOADING(psOI SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCL) 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) 0.11 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(TL) 0.32 13-14 >878 240 BCLL 0.0 Rep Stress Incr YES I WB 0.83 Horz(TL) 0.09 17 n/a n1a BCD) 10.0 j Code FRC2010lfP12007 Matrix -M) Weight: 148 Ib FT = 0°h LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. B2: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installedWEBS2x4SPNo.2 *Except' during truss erection, in accordance with Stabilizer Installation guide. W10: 2x6 SP No.2 REACTIONS. (Ib/size) 1=-319/0-8-0 (min. 0-1-8), 16=1967/0-8-0 (min. 0-1-8).17=1238/0-5-8 (min. 0-1-8) Max Horzl=313(LC 6) Max Upliftl=-319(LC 1), 16=-949(LC 4), 17=-490(LC 4) Max Gravl=212(LC 6).16=1967(LC 1), 17=1238(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-816/1197, 2-3=-1744/812, 3-4=-2335/1149, 4-5=-2195/1159, 5-6=-1629/879, 7-8=-942/529, 9-17=1238/674, 8-9=-1206/684, 6-7=-847/544 BOT CHORD 20-21=1079/811, 21-22=-1079/464, 16-22=1079/464,15-16=-189311092, 2-15=-1570/946, 15-23=15341749.14-23=-1 530f752, 14 -24=1038/1692,13 -24= -1038/1692,1325= -1215/2150,12 -25=-1215/2150,11-12=-804/1478,11-26=-804/1478,10-26=804/1478 WEBS 2-14=1732/3136, 314=-586/393, 313=180/467, 7-10=252/201, 8-10=-615/1148, 6-10=837/448, 5-12=-773/466,6-12=-153/470, 19-20=-1481278,18-19=655/808.1-20=-9061732 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C: End., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 26-2-12 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 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing atjoint(s) 16. 17 considers parallel to grainvalue using ANSI7rPl 1 angleto grain formula. Building designershould verify capacity ofbearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 319 lb uplift at joint 1, 949 lb uplift at joint 16 and 490 Ib uplift at joint 17. 7) This truss has been designed for a moving concentrated load of 200.01b dead located atall mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' • • • • • • • • • : 00 hahmdtjfd 2olFagharii P.E onsultifkg F-canrrleers • • 23901 S.SAV, 10CAve Miami, Florida 33176 Phon;,3Q5; .3X428 1W" W-235-4248 Flirid$ProfQsstct-tal Engineering Ljcense No. 36921 sUciatIns;eO;l icti0 ••• e•6•r,• 636 9144 IA8 I Roof Special Job Reference (motional)_ Inc.DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Fri Nov 13 0 ID:5KilLnRySmuwvyJUnXjYzCyJwCz-IUakVTKdocLTBcvKUwGov3AyTDVI ERI 3-0-0 8-8-13 14-4-1 19-5-8 24-6-15 26-5-8 3-0-17---r— 5-5-12 -- 5-7-5 -- 5-1-7 -----5.1.7 ---- 0-9 4x8 = 1x4 11 5x6 4x4 4 5 6 7 Scale = 1:47.3 17 ra --/1 10 4x4 = 3x4 = 3x4 - 3x8 = 3x4 = 3x4 = 3x6 = 3x6 = O 470 2-8-0 3 0 0 8-8-13 r 14-4-1 19-5-8 24-6-15 2 04-0 2-4-0 0410 5-8-12 5-7-5 5-1-7 5-1-7 1-10-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 1I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.11 12-13 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) 0.32 12-13 867 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 I Horz(TL) 0.06 16 n/a n/a BCDL 10.0 i Code FRC2010/rP12007 Matrix -M) Weight: 155 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. B2: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing I installed WEBS 2x4 SP No.2 *Except* Burin truss erection, in accordance with Stabilizer Installation guide. W10: 2x6 SP No.2 REACTIONS. (Ib/size) 1=116/0-8-0 (min. 0-1-8),15=1487/0-8-0 (min. 0-1-8),16=1282/0-5-8 (min. 0.1-8) Max Horzl=296(LC 6) Max Upliftl=-48(LC 5),15=753(!_C 4), 16=-537(LC 4) Max Gravl=275(LC 15), 15=1487(LC t), 16=1282(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-273/147, 2-3=2477/1195, 34=1881/996, 6-7=-540/307, 8-16=-1282f719, 7-8=-126W709,4-5=1440/860, 5.6=-1440/860 BOT CHORD 19-20=-115/301,14-15=1467/886, 2-14=-1398/905, 14-22. -283/358, 13-22=-283/358, 13-23=-1297/2265. 12-23=-1297/2265, 12-24=962/1713,11-24=962/1713, 10-11=-962/1713,10-25=-255/466,9-25=255/466 WEBS 2-13=-1019/1916.6-9-983/633,7-9--641/1159, 4-10=-368/207, 3-12=-619/371, 4-12=-107/411, 5-10=530/419, 6-10=-746/1298. 17-18=-257/126,1-19=146/328 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=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 26.2-12 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 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 6, 15, 2, 11, 13. 3. 9, 7, 8, 4, 12. 5 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 14 checked for a plus or minus 5 degree rotation about its center. 6) Bearing atjoint(s)15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 1, 753 Ib uplift at joint 15 and 537 Ib uplift at joint 16. 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • ' of MahmQ+lid Zplfaghari. • ronsultuigEl"neers • 39Q1 BsW. iQ3Ave.': :.. ami, Florida 33176 Phone 305-253-2428 FaxQ5-235-4248 Flprill$114 easional Bigir:eering License No. 36921S[cjai In •eto; c jse •ro. 636e 000 9 0 0 000 9144 I A9 1 Roof Special DECO TRUSS COMPANY INC_ Princeton, FL 33032 3-0-0 34-8 7-8-13 30-0 0 Y-8 4-7-5 4 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 201 ID: SKiILnRySmuwvyJUnXjYZCyJWCZ-Dg8E 4x8 = 1x4 11 4 5 7-1-12 3x6 = 6 14 lti " Its 1Z 3x4 = 4x10 = 4x4 = 3x4 = 3x4 = 3x8 = 3x6 = 3-1-8 O,4,0 2-8-0 30-0 7-8-13 12-4-1 __ 133-13 26-5-8 _ 10-0-0 2-4-0 0529 4-7-5 4-7-5 --- 6-11-12 7-1-12 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 TCDL 15.0 Lumber DOL 1.33 BC 0.93 BCLL 0.0 Rep Stress Incr YES WB 0.47 BCDL 10.0 Code FRC2010/TPI2007 (Matrix -M) DEFL. in (loc) Udefi Ud PLATES GRIP Vert(LL) 0.10 10 999 360 MT20 244/190 Vert(TL) 0.40 8-10 696 240 Horz(rL) 0.04 13 n/a n/a Weight: 142 Ib FT = 0% Scale = 1:45.7 a 13 00 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 31-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2: 2x6 SP No.2 WEBS 1 Row at midpt 6-8 WEBS 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W8: 2x6 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=13/0-8-0 (min. 0-1-8), 12=1629/0-8-0 (min. G-1-8).13=1269/0-5-8 (min. 0-1-8) Max Horz1=276(LC 4) Max Upliftl=53(LC 12).12=-791(LC 4),113=557(!_C 4) Max Grav1=207(LC 15), 12=1629(LC 1), 13=1269(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=390/454, 2-3=2032/978, 3-4=1905/1012, 7-13=-1269!731, 6-7=-1202/758, 4-5=-1616/935, 5-6=-1616/935 BOT CHORD 16-17=-386/411, 17-18=386!72, 12-18=-385!72, 2-12=-1527/957, 11-20=-1095/1854, 10-20=1095/1854, 10-21=-1010/1751, 9-21=-1010/1751, 8-9=-1010/1751 WEBS 2-11=1123/2083, 311=-313/269, 4-10=-31/314, 5-8=-716/578. 6-8=-1055/1819, 14.15=-342/272, 1-16=299/379 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=S.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS envelope) and C -C Exterior(2) 0-0-0 to 2-9-4, Interior(l) 2-9-4 to 26-2-12 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 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 4, 12, 2. 9, 11, 3, 6, 10, 5 and 8 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. 6) Bearing at joint(s) 12, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1, 791 Ib uplift at joint 12 and 557 Ib uplift at joint 13. 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • 000 • • lahm>:un•l-mifaghaji, P'E.; Consjing llirteea : • 13901 S.W. TO8 Ave* • • • Miami, Florida 33176 Phglia.345-i53-242J Fill -305-235-4248 glor;la Prekstiopl:En4necring License No. 36921 P--6 If !&'c 3f L'i:er,6i No. 636 Qty Ply _LOP_EZ & COWAN (JI) - —_---- --- _---- i Roof Special CO TRUSS COMPANY INC., Princeton, FL 33032 Run: /.610 s Jan 29 2015 Print: 1.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:11 1D:5Kil LnRySm uwvyJ UnXjYzCyJwCz-OFFQuy2gzsabZE D5 BJse?QGBiLzm5Qj8Ny0: 3'0'0 7-0-0 -- — 13-5-8 _——X14-11-8, 20-7-8— 26-5-8 --__-' 3-0-0 4-0-0 6-5-8 1.6-0 5-8-0 5-10-0 Scale = 1:46.5 4x6 = 4 4x8 = 1x4 II 3x6 = 1 15 3x6 — 4x8 = 2.00 12 3x4 = 0,419 2- 48- 0 3;0-0 7-0-0 10-8-0 14-11-8 20-7-8 j 26-5-8 _ — 0402--004 4-0-0 4-3-85-8-0=0 5-10-0 Plate Offsets L,=[3:0.3-12,0-2-01,_15:0-5-4,0-2-O],L3:0-4-0,0.2-41,_ 1[ 4:0.1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 Vert(LL) 0.22 11-12 >999 360 MT20 244/190 TCDL . 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.58 12-13 >483 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.94 Horz(Q 0.23 15 n/a n/a BCDL 10.0 j Code FRC2010/rP12007 Matrix -M) Weight: 1371b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3.13 B2: 2x6 SP No.2, B3: 2x4 SP M 31 1 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 *Except* during truss erection, in accordance with Stabilizer Installation guide. W9: 2x6 SP No.2 REACTIONS. (Ib/size) 1=192/0-8-0 (min.0-t-8), 14=1826/0-8-0 (min. 0-1-8). 15=1252/0-5-8 (min. G-11-8) Max Horz1=279(LC 6) Max Uplift1=203(LC 12), 14=-730(LC 4), 15=-507(LC 5) Max Grav1=119(LC 15), 14=1826(LC 1), 15=1252(LC 1) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=599/838, 2-3=565/794, 3-20=-3227/1988.4-20=3126/1998, 4-5=-3202/2106, 5-6=-2320/1459, 6-7=2320/1459, 8-15=1252!772, 7-8=-1191/790 BOT CHORD 18-19=7361601,19-21=736/257,14-21=-736/257,13-14=-1774/1112, 2-13=-427/328,13-22=-2061/2822,12-22=-2055/2a32, 12-23=1665/2463.11-23=-1665/2463, 10-11=1958/2991, 9-10=-1958/2991 WEBS 3-12=83/462. 4-12=392/736, 4-11=-669/1189, 5-11=-936/624, 5-9=-730/542, 6-9=-574/468, 7-9=-1543/2446, 3-13=-3890/2633, 16-17=-442/484,1-18=533/484 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=27ft; Cat. II; Exp C, Encl., GCpi=0.18; MWF RS envelope) and C -C Exterior(2) 0-0-0 to 2-8-11, Interior(1) 2-8-11 to 10-5-8, Exterior(2) 10-5-8 to 13-5-8. Interior(1) 14-11-8 to 26-2-12 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 4, 5, 14, 2, 13, 12, 3, 11, 6, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 10 and 8 checked for a plus or minus 5 degree rotation about its center. 7) Bearing at joint(s) 14, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 203 Ib uplift at joint 1, 730 Ib uplift at joint 14 and 507 Ib uplift at joint 15. 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poirytSalonSthe.Bottwn Chard,* • • • • • nontwncurrent with any other live loads. • • • • • • • • • 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • • • •• • •• LOAD CASE(S) Standard • • • • • • • • • • • • 09 • • • • • 900 • tilahmc:,lnd Z•Waghardo, P.1. Co>'Wdng inA-tneemee • 1390I 1.W. 103 Ave.• ••• Aiami, Florida 33176 Il ott;130:-?.-i3i2428:Fax:105-23 5-4248 F:orija P•p41•ssiDr*1 ngl leering License No. 36921 0-Ze'.4LInspect**r LtcenSe•Tto. 636 Job Truss Truss Type rOty Ply LOPEZBCOWAN (JI)--------- ------ -- 9144 All I 1 Roof Special 11 1 TC 0.62 0.2411-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL Job Reference (o tional _ DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:13 2015 Pag I D:5Kil LnRySmuwvyJ UnXjYzCyJwCz-LeNAJe45VTgloXN UJkv65rLXd9fGZOzRgG VzV 1 yJfE K 3-0-0 7-0-0 13-5-8 16-11-8 21-7-8 26-5-8 3.0-0 4-0-0 ----t-- 6-5-8 -- ------I -- 3-6-0 4-8-0 4-10-0 --- 4x6 = 21 Scale = 1:46.5 1 3x4 = 3x6 = 3x10 = 2.00112 16-11-8 21-7-8 15 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.2411-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) 0.86 11-12 >325 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.23 15 n/a n/a 1 BCDL 10.0 Code FRC2010/TPI2007 I (Matrix -M) 0so• Weight: 133 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 0s•• WEBS 1 Row at midpt 3-13 B2: 2x6 SP No.2, 134: 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installed ' WEBS 2x4 SP No.2 "Except' during truss erection, in accordance with Stabilizer Installations uide. I W9: 2x6 SP No.2 REACTIONS. (Ib/size) 1=-263/0-8-0 (min. 0-1-8), 14=1903/0-8-0 (min. 0-1-8),15=1244/0-5-8 (min. 0-1-8) Max Horz1=251(LC 6) Max Uplift1=263(LC 1), 14=-774(LC 4), 15=-498(LC 5) Max Grav1=126(LC 7), 14=1903(LC 1). 15=1244(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -17= -693/995,2 -3= -690/1057,3 -20= -3107/1965,4 -20= -3007/1974,4 -21=-3532/2351,5-21=-36212342.5-6=-2276/1450,6.7=-2276/1450, 8-15=-1244!774,7-8=1184/789 BOT CHORD 18 -19=880/688.19 -22= -880/409,14 -22= -880/409,13 -14=-1845/1178,2-13=-424/332,13-23=-1915/2737,12-23=-1911/2754, 12 -24= -1476/2152,11 -24=14762152,10-11=-2132/3335,10-25=-2132/3335,9-25=-2132/3335 WEBS 3 -12= -13/347,4 -12= -451/904,4 -11= -942/1672,5 -11= -953f703,5 -9=-1160/746,6-9=-469/379,7-9=-1549/2421,3-13=4087/2683, 17-18=-120/288,16-17=-499/579,1-18=-639/548 • • • NOTES- i • • • 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=27ft; Cat. II: Exp C; End.. GCpi=0.18: MWFQS • • envelope) and C -C Exterior(2) 0.0-0 to 2-8-11, Interior(1) 2-8-11 to 10-5-8, Exterior(2) 10-5-8 to 13-5-8, Interior(1) 16-5-8 to 16-11-8 zone; cantilever" • • • • exposed; porch left 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. 0 • 4) All plates are MT20 plates unless otherwise indicated. 0.0 • • • 5) Plate(s) at joint(s) 1, 4, 5, 14, 2, 13, 12.10. 3, 11, 6, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 0000 7) Bearing at joint(s) 14, 15 considers parallel to grain value using ANSI7rPt 1 angle to grain formula. Building designer should verify capacity of bearingw"e • 8) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 263 Ib upliftat joint 1, 774 Ib uplift at joint 14 and 498 Ib uplift aloin] 15. 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 Bottom Chord* • • i 0 9 nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • LOAD CASE(S) Standard iviahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 103 Ave. t Soso• SSSS•• 0• 09.0 0 0000 000000 000• 0so• 000• SSSS•• 0 0.09•• 00.0 0 0.900 0s•• Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921SpecialInspectorLicenseNo. 636 9144_ 6-8-0 Truss Type i Qty Ply LOPEZ 8 COWAN (JI) Roof Special I1 1 ! IJob Reference (optionat) Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:14 2015 Pa I D:5Ki1 LnRySmuwvyJ UnXjYzCyJwCz-pgxYW_5jGny9QhygtRQLd3ufrZ_wlnaa3wFW2TyJfE 13-5-8 18-11-8 26-5-8 6-9-8 — -- -- 5-6-0 7-6-0 Scale = 1:46.7 4x6 = 3 L 16 12 ' ' 3xb = 3x10 = 2.00 12 0-4-0 6-8-0 13-5-8 _ 18-11-8 26-5-8 0-40 6-4-0 6-9-8 —— 5-6-0 7-6-0 Plate Offsets (X.Y-_[1:0-0-TEdgel,15:0-4-8,0-1-8], [6:0.3-0,0-1_4], [7:0-2-8,0-2_8],_[9.0-2_12,0-1-81__ LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) 0.47 9-10 >666 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -1.07 9-10 >293 240 I MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.39 11 n/a n/a BCDL 10.0 Code FRC2010frP12007 (Matrix -M) Weight: 124 Ib FT = 0% LUMBER- --- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 2-9,4-9.5-7 B3: 2x4 SP No -2D MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 *Except* during truss erection, in accordance with Stabilizer Installation guide. W7: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 1=1461/0-8-0 (min. 0-1-8), 11=1424/0-5-8 (min. 0-1-8) Max Horz1=223(LC 6) Max Upliftl=-546(LC 4), 11=-553(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13 -15= -1244/690,15 -17= -5541/3412,2 -17= -5423/3429,2 -18=-2893/1854,3-18=-2808/1863,3-19=-2822/1876,4-19=-2896/1867, 4.5=-4240/2642.6-11=1424/874,5-6=-1329/890 BOT CHORD 14-16=-919/1130, 16-20=3383/5192, 10-20=3374/5209, 10-21=-3295/5054, 9-21=-3295/5054, 8-9=-2702/4316, 7-8=2702/4316 WEBS 2-10=-423/850. 2-9=2425/1629, 3-9=-623/1202, 4-9=-1718/1052, 4-7=-910!718, 5-7=-2566/4108, 13-14=-483/259, 15-16=1074/944, 14-15=1144/693, 13-16=569/905 *00* NOTES- •• • • • • ••• •••••• 1) Unbalanced roof live loads have been considered for this design. • • • • • 2) Wind: ASCE 7-10; Vul1=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; 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 10-5-8, Exterior(2)10-5-8 to 13-5-8, Interior(1) 16-5-8 to 18-11-8 zone; cantilever let;exp%ed• • C -C formembers and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 • • • • • • • • • 3) Provide adequate drainage to prevent water ponding. • • • • • • • • • • • • • • 4) All plates are MT20 plates unless otherwise indicated. • • • • • 5) Plate(s) at joint(s) 1, 3, 4, 10, 2, 9, 7 and 5 checked for a plus or minus 0 degree rotation about its center. *too** • • • • • • • • 6) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. • • • • • 00000 7) Plates) at joint(s) 6 checked for a plus or minus 5 degree rotation about its center. • • V90:6 8) Bearing at joint(s) 1. 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing susf•e•• • • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 Ib uplift at joint 1 and 553 Ib uplift at joint 11.• • • • • • • • 10) 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 Chort . • nonconcurrent with any other live loads. go**** • • • • • • • 1 1)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000#04 • LOAD CASE(S) Standard i • • • • • • • • • • Mahmound Zolfaghari, P.E. Consulting Engineers 13901 Sm. 100" Ave. Miarni, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Truss rTruss Type Qty Ply ( LOPEZ 8 COWAN (JI) A13 Roof Special 1 1 j Job Reference (optional) MUSS COMPANY INC., Princeton, FL 33032 Run 7.610 s Jan29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:15 2015 Pag I D:5KII Ln RySmuwvyJ UnXjYzCyJwCz-HOVxkJ6L 14401 rXsQ8xaAGQoxzPC 1 E9k1 a_3avyJfEI 4-8-0 _ _ 8-5-8 13-5-8 18-5-8 20-11-8 26-5-8 _ 4-8-0 3-9-8 5-0-0 5-0-0 2-62 -0 5-6-0 I I N oy n 1s 1I 15 N i 0 ' 22 16 18 14 3x8 = 2.00 X12 0-4-0 4-8-0 Scale = 1:46.6 4x4 = 4 4.0012 21 4x4 \\ 20 \ 3x4 3 T2 5 4x4 = 3x10 = 1 X4 11 W4 6 7 2 j T31 f IWO 7 i-- B2 . I 96! n- 12 23 11 10 24 9 25 13 0 5x10 MT20HS= 3x8 = 3x10 MT20HS= 3x12 3x6 — LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.95 TCDL 15.0 Lumber DOL 1.33 BC 0.70 BCLL 0.0 Rep Stress Incr YES WB 0.85 BCDL 10.0 Code FRC2010/rP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 'Except* T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 *Except' W9: 2x6 SP No.2 REACTIONS. (Ib/size) 1=1461/0-8-0 (min. 0-1-8),13=1424/0-5-8 (min. 0-1-8) Max Horz 1=195(LC 6) Max Upliftl=-553(LC 4), 13=-549(LC 5) BRACING - 20-11-8 TOP CHORD 26-5-8 BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. 7-6-0 1 Row at midpt 7-9 5-6-0 MiTekrecommends that Stabilizers and required cross bracing be installed 0--12,0.1-81,_[12:0-4-12,0-3-41 durin truss erection, in accordance with Stabilizer Installation guide.._ DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.36 11-12 >867 360 MT20 244/190 Vert(TL) 1.1211-12 >280 240 MT20HS 187/143 Horz(TL) 0.30 13 n/a n/a i Weight: 126 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. WEBS 1 Row at midpt 7-9 MiTekrecommends that Stabilizers and required cross bracing be installed durin truss erection, in accordance with Stabilizer Installation guide.._ FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 15-17=-1196/688, 17-19=-5275/3169, 2-19=-5168/3180, 2-3=5145/3236, 3-20=-2649/1690, 4-20=-2571/1699, 4-21=2571/1697, 5 -21= -2644/1687,5 -6=4491/2702,6-7=4076/2438,8-13=-1424/857,7-8=-1336/850 BOT CHORD 16-18=-820/1092, 18-22=3094/4923, 12-22=-3088/4935, 12-23=-2301/3578, 11-23=2301/3578, 10-11=-2183/3477, 10-24=2183/3477, 9-24=-2183/3477 WEBS 3 -11= -1248/914,4 -11= -630/1208.5 -11=1138/784,6 -9=1668/1054,7 -9=-2384/4002,3-12=-899/1513,5-9=-476/1009,15-16=-480/285, 17-18=-1047/794, 16-17=1103/658, 15-18=-526/860 NOTES - 1) Unbalanced roof live loads have been considered forthis design. • • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFtS • envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0.0 to 10-5-8, Extedor(2) 10-5-8 to 13-5-8, Interior(1) 16-5-8 to 20.11-8 zone; cantilever le: exposed C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 3) Provide adequate drainage to prevent water ponding. • • • • • • 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 4, 6, 12, 10, 2, 3, 11. 5. 9 and 7 checked for a plus or minus 0 degree rotation about its center. • • • • 6) Plates at'oint s 8 checked fora plus or minus 5 degree rotation about its center.o**000 7) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 Ib uplift at joint 1 and 549 Ib uplift at joint 13. • • • • 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 Bottom Chora, • • • • • nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysisand design of this truss. 006: • • • LOAD CASE(S) Standard Mahlnound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921SpecialInspectorLicenseNo. 636 Mahlnound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921SpecialInspectorLicenseNo. 636 9144 A14 Roof Special 1 1 1 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. I D:5KilLnRySmuwvyJUnXjYzCyJwCz-DPdh9?7bZhKkH9hFYZz2FhW9Um?XU 2-8-0 8-5-8 13-5-8 18-5-8 22-11-8 _ 26-5-8 2-8-0 T 5-9-8 5-0-0 5-0-0 4-6-0 3-6-0 4x4 = 4 Scale = 1:46.4 163x8: ., vxY — — — I. — ons — xo — 3x6 = 2.00 12 13-5-8 18-5-8 22-11-8 26-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL*in loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) 0.2713-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) 0.61 13-14 >518 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.24 15 n/a n/a BCDL 10.0 Code FRC2010/TP12007 Matrix -M) Weight: 132 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 Ib uplift at joint 1 and 546 Ib uplift at joint 15. TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 'Except- 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 Chow., • • • • • BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B3: 2x4 SP No.2 nonconcurent with any other live loads. • • • •• MiTek recommends that Stabilizers and required cross bracing be installedWEBS2x4SPNo.2 *Except* during Wss erection, in accordance with Stabilizer Installation guide. W11: 2x6 SP No.2 LOAD CASE(S) Standard 9**:** REACTIONS. (Ib/size) 1=1461/0-8-0 (min. G-1-8),15=1424/0-5-8 (min. 0-1-8) Max Horzl=166(LC 6) Max Uplift1=558(LC 4), 15=-546(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 17 -19=1171/710,2 -19= -4662/2838,2 -3= -3452/2099,3 -21=2405/1563.4-21=-2321/1578,4-22=-2321/1574,5-22=-2399/1564, 5-6=3313/2019, 6-7=3521/2063, 8-15=1424/840, 7-8=-1335/814 BOT CHORD 18-20=633/878, 20.23=2730/4335, 14-23=-2727/4341, 14-24=-2691/4253, 13-24=-2691/4253, 13-25=1956/3233, 12-25=1956/3233, 11-12=1866/3110, 10-11=-1866/3110,10-26=-216713678, 9-26=-2167/3678 WEBS 2-14=173/476, 3-12=-1160/742, 4-12=-577/1082, 5-12=-1029/640, 6-9=-1176!778, 7-9=-2070/3542, 3-13=60/395, 5-10=41/375, 2 -13= -10287741,6 -10= -604/310,17 -18=-583/370,19-20=-390/288,18-19=-1071/645,17-20=474!767 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. 36921 Special Inspector License No. 636 NOTES- • 4 • 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=S.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS • envelope) Exterior(2) and C -C 0.0-0 to 2-9-12, Interior(l)2-9-12 to 10-5-8, Exterior(2)10.5-8 to 13-5-8, Interior(l)16-5-8 to 22-11-8 zone; cantilever eft 90966 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. 600000 4) All plates are MT20 plates unless otherwise indicated. 00* 5) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • 6) Bearing atjoint(s) 1, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearingw,•rfe&* • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 Ib uplift at joint 1 and 546 Ib uplift at joint 15. 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 Chow., • • • • • nonconcurent with any other live loads. • • • •• 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.: LOAD CASE(S) Standard 9**:** 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. 36921 Special Inspector License No. 636 I LOPEZ 8 COWAN (JI) — iTruss Truss Type Qty PlylYlob 144 — A75 - — -_ - Common Support ed Gable I 1 1 IJob Reference (optional)._ DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:18 2015 Pac ID: SKiI LnRySmuwvyJ UnXjYzCyJwCz-hbA3M L8 DK?Sbul GR6 HU Hov2JTAMxDkBA_XDkB EyJfE 6-8-12 __----_13-5-8 20-2-4 — — - — 26-5-8 -- 6-8-12 6-8-12 6-8-12 - -- 6-3-4 Scale = 1:43.8 4x6 = 9 11 13 22 8 23 7 6 24 1614 3x4 = 3x6 11 3x4 = 3x6 11 3x4 = 0-4-0 8-10-5 18-0-11 26-5-8 0-4-0 8-6-5 _ 9-2-6 Plate Offsets (?(,Y)- [2:0-2-8,0-0-8), [4:0-_2-0,0-0-8j_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 1 _ Code FRC2010/rP12007 (Matrix -M) Weight: 109 lb FT =O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.213 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-1-8. lb) - Max Horz1=117(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-188(LC 4), 5=-182(LC 5), 6=-400(LC 5), 8=-422(LC 4) Max Grav All reactions 250 Ib or less at joint(s) except 1=496(LC 1), 5=462(LC 1), 6=954(LC 1), 8=998(LC 1), 1=496(LC 1), 5=462(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-12=-985!148, 12-18=-545/545, 2-18=-413/557, 3-20=-254/225, 4-20=-292/215, 4-21=454/623,15-21 =-586/612. 5-15=-282/89 BOT CHORD 11-13=1040/11090,113-22=-373/475, 8-22=-373/475, 8-23=140/273, 7-23=-140/273, 6-7=-140/273, 6-24=440/513.116-24=440/513, 14-16=-289/210 WEBS 3-6=-371/506.4-6=-7231930,3-8=-428/586.2-8=-726/918. 10-11=-331/345,12-13=-180/540,11-12=-5451717,10-13=-1056f785. 15-16=168/568 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=S.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS. • • envelope) and C -C Comer(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 10-5-8, Comer(3) 10-5-8 to 13.5-8, Exterior(2) 16-5-8 to23-5-8 zone; cantilever leflexposrfl C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • 3) Plates checked fora plus or minus 0 degree rotation about its center. • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 188 Ib uplift atjoint 1, 182 Ib upliftat joint 5, 400 Ib uplift6UjArtt a,• 422 Ib uplift at joint 8, 188 Ib uplift at joint 1 and 182 Ib uplift at joint 5. • • • • 5) Non Standard bearing condition. Review required. • • 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Choral! • • • • nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis truss. • • LOAD CASE(S) Standard MahmOund Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Plione 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Plione 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job ---- ---- ---- TTrus 9144 IA16 i 6-8-12 Common Supported Gable 5x10 MT20HS= 3 1 1 1 s Jan 29 2015 Prig tLnRySmuwvyJ U 20-2-4 6-8-12 Scale = 1:43.7 5 N 6 119 3x4 = 3x4 = 3x4 = 3x6 = 0-40 8-10-5 18-0-11 _ 26-5-8 0=410 8-6-5 9-2-6 8-4-13 Plate Offsets {XY L1:0-0-4,Edge1,_[19-1-14 0-0-2], L_0-0-4,0-0-51-- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIPITCLL30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) 0.25 6-8 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.33 BC 0.53 Vert(TL) -0.81 6-8 >391 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix -M) Weight: 1101b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-10.14 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. WEBS 2x4 SP No.2 I MiTek recommends that Stabilizers and required cross bracing be installedWEDGEj_ during truss erection, in accordance with Stabilizer I_n_stal--lation uide. Left: 2x4 SP No.2 _ REACTIONS. (Ib/size) 5=1436/0-8-0 (min. 0-1-8), 1=1475/0-8-0 (min. 0-1-8) Max Horz1=117(LC 6) Max Uplift5=-549(LC 5), 1=-566(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-15=-1957/1953,15-17=3411/3391, 2-17=-3285/3402,2-18=2986/3040, 3-18=-2876/3050, 319=-2841/3028, 4.19=-2950/3018, 4-20=3244/3385.10-20=-3393/3368,5-10=-868/769 BOT CHORD 14-21=-1851/1845, 21-25=-1851/1845, 16-25=-1851/1845, 16-22=-3054/3184, 22-26=-3054/3184, 8-26=-3054/3184, 8-23=1948/2098, 7 -23= -1948/2098.6 -7=1948/2098,6-24=-3040/3140,11-24=-3040/3140.9-11=-935/860 WEBS 36=-696/893, 4-6=-650/839, 3-8=726/930, 2-8=-664/828, 5-9=-654/613, 10-11=-501/898, 9-10=-884/885, 5-11=-731!147, 1314=-883/949, 15-16=199/355,14-15=-894/879,13-16=-742!777 NOTES- • • • • 1) Unbalanced roof live loads have been considered for this design. • 0 9 0 • • • • 0 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFQS • • envelope) and C -C Comer(3) 0-0-0 to 30-0, Exterior(2) 30-0to 10-5-8, Comer(3) 10-5-8 to 135-8. Exterior(2) 2 16-5-8 to 235-8 zone; cantileverleft exposed • • 0.. • • p) O O O K) P • • 6666•• C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 6 3) All plates are MT20 plates unless otherwise indicated. 000000 • 0 0 0 04) Plates checked for a plus or minus 0 degree rotation about its center. 004,000 0 • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 Ib uplift at joint 5 and 566 Ib uplift at joint 1. • • • 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 Choril,0 • • e 6 • • • 0 0 • nonconcurrent with any other live loads. 0 60800 7) "Semi-rigid dchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9 P H Y 9 000000 6666•• 6666 • • 6666•• LOAD CASE(S) Standard 06666•• 909•• 6069• 0969• 6 6 6 96.6•• 660• Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional F,ngineering License No. 36921 Special Inspector License No. 636 9144 A17 Common Run ID:` 13-5-8 6-8-12 ---- ---- -- 4x6 = 3 1 s Jan 29 2015 Print: 7.610 s Jan IySmuwvyJUnXjYzCyJwCz-6f 20-2-4 6-8-12 0 Scale = 1:43.8 4x4 - JX4 - Jx4 - Jx4 - 3x8 1 5 12 0 2 4 4X4 i 3x8 11 0-4-0 _ 8-10-5 18-_0-11_ 26-7-0 _ 26,-11-0 0-4'0 8-6-5 9-2-6 8-6-5 0 4-0 Plate Offsets (X,Y)— L_0-3 7,Edg, 1:0 0 4Edgej, [5:0 3 7,Edgej 5[ 0-0-a,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 I Vert(LL) -0.16 6-8 >999 360 I MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.79 6-8 >409 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FRC2010/rPI2007 (Matrix -M) I Weight: 113 Ib FT = 0°h L_ LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance_ with Stabilizer Installation guide. Left: 2x4 SP No.2. Right: 2x4 SP No.2 REACTIONS. (Ib/size) 1=1480/0-8-0 (min. 0-1-8),5=1480/0-8-0 (min. 0-1-8) Max Horz1=110(LC 6) Max Upliftl=-568(LC 4), 5=568(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-12=-1963/1189,12-19=342612094, 2-19=3300/2105, 2-20=-3000/1868, 3-20=-2891/1878, 3-21=2891/1878, 4-21=-3000/1868, 4-22=-3300/2105,17-22=-3426/2094,15-17=1963/1189 BOT CHORD 11-23=-1121/1851, 23-28=1121/1851, 13-28=-1121/1851, 13-24=-1871/3199, 24-29=-1871/3199. 8-29=-1871/3199, 8-25=-1169/2116, 7 -25= -1169/2116,6 -7= -1169/2116,6 -30=1871/3199,26 -30= -1871/3199,18-26=-1871/3199,18-31=-1120/1851,27-31=-1120/1851, 16-27=-1120/1851 WEBS 3-6=4351927.4-6=665/552. 3-8=435/927,2-8=665/552, 10.11=887/577, 11-12=-900/547, 10-13=-460/783, 15-16=-887/577, 16-17=-900/547,15-18=460/783 • • • NOTES- • • • • • • • 1) Unbalanced roof live loads have been considered for this design. • • • 2 Wind: ASCE 7-10; Vult=175m h (3-secondgust) Vasd=136m h; HVHZ; TCDL=5.0 sf; BCDL=5.0 sf; h=27ft; Cat. ll; Ex 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 10-5-8, Exterior(2) 10-5-8 to 13-5-8, Interior(1) 16-5-8 to 23-11-0 zone; cantilever IeD and jigtj exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 00000* • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • • 00000* 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 568 Ib uplift atjoint 1 and 568 Ib upliftatjoint 5. 000000 5) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord,* • • • • • • • nonconcurrent with any other live loads. 00000 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • : • • • • • LOAD CASE(S) Standard • Mahmound Zolfaghari, P.E. Consulting Engineers i3901 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 i Job 9144 A18 Hip 1 1 1 COWAN (JI) CO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:: ID:5Kil LnRySmuwvyJ UnXjYzCyJwCz-2Z_yP3CM 9X5u?48Pug4SVymC4BAzuq Nv7pi 6-6-0 13-0-0 13-11-0 20_-5-0 26-11-0 6-6-0 6-6-0 -6--1 i-0 ' 6-6-0 6-6-0 Scale = 1:44.8 4x6 = 4x6 = 3 4 6-6-0 1x4 ;1 3x4 = 3x10 MT20HS= 1x4 11 3x4 = 1 26-7-0 I 6 I,;, 317 0 3x4 3x8 11 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 i SPACING- 2-0-0 i Plate Grip DOL 1.33TC Lumber DOL 1.33 Rep Stress Incr YES Code FRC2010/fP12007 CSI. 0.81 BC 0.45 WB 0.96 Matrix -M) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.17 10-11 >999 360 MT20 244/190 Vert(TL) -0.47 10-11 >680 240 MT20HS 187/143 Horz(TL) 0.11 6 n/a n/a Weight: 1231b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2D 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (Ib/size) 1=1480/0-8-0 (min. 0-1-8),6=1480/&-8-0 (min. 0-1-8) Max Horz1=-107(LC 7) Max Upliftl=-572(LC 4), 6=-572(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13 -15= -1854/1202,15 -22=3447/2226,2 -22=3324/2237,2 -23=-2419/1664,3-23=2320/1677,3-4=-2214/1693,4-24=-2320/1677, 5-24=-2419/1664, 5-25=3324/2237, 20-25=-3447/2226,18-20=1854/1202 BOT CHORD 14-26=-1220/1886, 26.33=1220/1886, 16-33=-1220/1886, 16-27=-1999/3218, 27-34=-1999/3218, 11-34=-1999/3218. 11-28=-1999/3218, 10 -28= -1999/3218,10 -29=1292/2214,9 -29= -1292/2214,8 -9=1999/3218,8-30=-1999/3218,7-30=1999/3218,7-35=-1999/3218, 31 -35= -1999/3218,21 -31= -1999/3218,21-36=-1220/1886,32-36=-1220/1886,19-32=-1220/1886 0000WEBS2-11=0/305,2-10=-114lr751,3-10=205/474,4-9=205/474,5-9=-1141/751,5-7=0/305,13-14=-841/583,14-15=-1006/639,13-16=-451/746, • • • 18-19=-841/583,19-20=1006/639,18-21=-451[746 • • 0 0 000 00000 00 NOTES- • • •• 0000•• 1) Unbalanced roof live loads have been considered forthis design. • • • 9609:0 2) Wind: ASCE 7-10: Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. ll; Exp C; End., GCpi=0.18; MWF;S • 6 envelope) and C -C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 8-9-1. Exterior(2) 8-9-1 to 18-1-15, Interior(1) 18-1-15 to 23.11-0 zone; cantilever left ard•i#M • exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 6 • • 6 • 6 • 3) Provide adequate drainage to prevent water ponding. 6 6 • • • 4) All plates are MT20 plates unless otherwise indicated. 606060 • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 Ib uplift at joint 1 and 572 Ib uplift atjoint 6. 000000 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, • • • 6 • • 0000•• nonconcurrent with any other live loads. • 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 0.606• 6 0000•• 6 .6.66LOADCASE(S) Standard 6 • • • 6 6 6 • 666••• 060.0 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. 36921SpecialInspectorLicenseNo. 636 Job jTruss i Truss Type Oty i Ply LOPEZ 8 COWAN (JI) 9144 AG19 Hip Girder 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 5-6-0 11-0-0 Ln rM o 7x8 MT20HS= 4.00.12 Run: .610s an 29 2015 Print: 7.610s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:1736 2015 PacID:5KilLnRySmuwvyJ UnXjYzCyJwCz-A3Gt8 VMW5Xj223ev93pVWioOSQXERn4p7LahoCyJfDz 15-11-0 21-5-0 26-11-0 7x8 MT20HS= Scale = 1:46.1 7x10 M18SHS% 2x4 11 7x10 M18SHS= 7x8 = 2x4 11 7x10 M18SHS 5-6-0 11-0-0 5x8 11 15-11-0 4-11-0 21-5-0 26-7-0 26-11-0 i I7 IV) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 j TC 0.90 Vert(LL) 0.54 8-10 >578 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(TL) -0.97 8-10 >323 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.24 6 n/a n/a M18SHS 244/190 BCDL 10.0 Code FRC2010/rP12007 (Matrix -M) Weight: 164 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SYP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins. T2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3.11-2 oc bracing. BOT CHORD 2x6 SP M 26 j MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=4191/0-8-0 (min. 0-3-8), 6=4191/0-8-0 (min- 0-3-8) Max Horz1=-85(LC 6) Max Upliftl=-2292(LC 3), 6=-2291 (LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-5712/3160,2-15=-11334/6293,2-3=-11313/6442, 3-4=10822/6247,4-5=11323/6447,5-19=-1132916292,18-19=5710/3151 BOT CHORD 12 -20= -2951/5256,13 -20= -2951/5256,13 -21= -5943/10673,11 -21= -5943/10673,11 -22=-5943/10673,10-22=-5943/10673,9-10=-6071/10812. 9-23=-6071/10812, 2324=-6071/10812, 24-25=-6071110812,8-25=-6071/10812, 8-26=-5883/10669.7-26=5883/10669,7-27=5883/10669, 17-27=-5883/10669,17-28=2900/5254,16-28=-2900/5254 WEBS 2-11=-276/260.2-10=-274/510, 310= -1763!3050,4 -8= -1754/3050,5 -8=-285/526,5-7=-284/264,12-14=-2165/1195,12-15=5634/3100, 1314=2998/5428, 16-18=2165/1192, 16-19=-5632/3108, 17-18=-2990/5426 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=27ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWF.2t • • • • • • • • envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • 3) Provide adequate drainage to prevent water ponding. • • • • see* • • 4) All plates are MT20 plates unless otherwise indicated. • • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. 000000 • • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2292 Ib uplift at joint 1 and 2291 Ib uplift at joint 6. • • 0000 • • • • • • 7) This truss has been designed for a moving concentrated toad of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chors,• • • • • • nonconcurrent with any other live loads. • • • • • • • • • • • • • • 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 0000 ••• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1806 Ib down and 1159 lb up at 11-0-0, 540 Ib d%v?itRd • • • • • • • 2881b up at 11-0-12, 5401b down and 2B8 Ib up at 130.12, 5401b down and 2881b up at 1310-4, and 540 Ib down and 288 Ib up at 15-10-4, and 1W61b• • • • • 000009 down and 1159 Ib up at 15-11-0 on bottom chord. Thedesign/selection ofsuch connection device(s) is theresponsibility of others. • • • 10) 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) i • • • • • • • • • • Vert: 3-14=-90, 34=90, 4-18=-90.1-6=-20 see Concentrated Loads (Ib) • • Vert: 10=-2238(B=-540) 8=-2238(8=540) 23=-540(B) 25=540(8) Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 100SAve. Miami, Florida 33176 Phone 305-253-2423 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9144 IBI 6-1-12 Common I Run: 7.610 s Jan 29 2015 Prii ID:5KilLnRySmuwvyJL 12-3-8 17-1-0 6-1-12 4-9-8 4x6 = 3 20-10-0 3-9-0 Scale = 1:40.3 8-6-8 6 5 3x4 = 3x4 = 1x4 II5x8 = 3x4 = PROPER ERECTION IS CRITICAL SINCE TRUSS IS NOT SYMMETRICAL LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 I Plate Grip DOL 1.33 TC 0.60 TCDL 15.0 Lumber DOL 1.33 Be 0.99 BCLL 0.0 Rep Stress Ina YES WB 0.97 BCDL 10.0 Code FRC2010rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 DEFL. in (loc) I/deft UdL) -0.06 8-10 >999 360 Vert(TL) -0.59 8-10 >347 240 Horz(TL) 0.03 8 n/a n/a 0-0 24-3-0 PLATES GRIP MT20 244/190 Weight: 107 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.3.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=861/0-8-0 (min. 0-1-8),6=17311-0-0 (min. 0-1-8),8=1670/0-8-0 (min. 0-2-0) Max Horz1=101(LC 6) Max Upliftl =-341 (LC 6), 6=-237(LC 5), 8=-821 (LC 5) Max Gravl=861(LC 1), 6=290(LC 31), 8=1670(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-20=1597/898, 2-20=1452/914,2-21=1089/609, 3-21=-992/619, 3-22=-440!720, 4-22=-448/634.4-5=-580!715, 5-23=142/410, 18-23=-186/405,16-18=-264/371 BOT CHORD 11-13=180/267, 13-14=756/1439, 14-24=-756/1439, 10-24=-756/1439. 9-10=-108/440, 9-25=108/440, 8-25=-108/440, 8-26=312/152, 7-26=312/152.7-27=-312/152,19-27=-3121152,17-19=405/255 WEBS 2-10=648/579, 310=-343!756. 38=1399/1031, 4-8=438/379, 5-8=-580/1078, 5-7=-417/235, 12-13=1004/886, 11-12=-503/574, 1-13=680/608 NOTES- • • • 1) Unbalanced roof live loads have been considered forthis design. • • 9 • 000 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Encl., GCpi=0.18; MWWS • a 066e: envelope) and C -C Exterior(2) 0.0-0 to 30.0. Interior(1) 30-0 to 9-3-8, Exterior(2) 9-38 to 12-3-8, Interior(1) 15-38 to 21-7-0 zone; cantilever left alld right• • 0000•• exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0 • • 0 666000 3) Plates checked fora plus or minus 0 degree rotation about its center. • • • 0 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift atjoint 1, 237 Ib uplift atjoint 6 and 821 Ib upliqt%Mdhit 8. • 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• • • • • • • 6000:6 • nonconcurrent with any other live loads. • • • • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • • 0000 • 0000• LOAD CASE(S) Standard • • • • • • • • 0000 • • 0000•• 0000•• • 0000 • •• • 0909•• 00 990• 0 ZolfiegharOP.E. 000004Mahmound : • . • • • Consulting Engineers • 13901 S.W. IOS Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 t2 to h--- --------- -- - Job i Truss i Truss Type Qty 'Ply I LOPEZ 8 COWAN (JI) 19144 BGSL Hip Girder I I Job Reference(optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:39 2015 Peg ID:5Kil LnRySmuwvyJ UnXjYzCyJwCz-aey?mXOONS6cwXM UqBM C8KQ_4eXce44GpJoLP WyJfDw 5-6-0 11-0-0 13-7-0 17-1-0 2D-10-0 24-7-0 5-6.0 5.6.0 -. — 2-7-0 --- --- 3 6 D --T— 3-9-0 3.9.0 --- — 6x8 = 4x4 = Scale = 1:40.5 3x8 % 2x4 11 ox rv M r wna— 4x8 11 5x10 = 4x8 11 2x4 11 3x4 = PROPER ERECTION IS CRITICAL SINCE TRUSS IS NOT SYMMETRICAL 11-0-0 13-7-0 lM O LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/dI PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.1611-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.32 11-13 >638 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 i Code FRC2010/TPI2007 1 (Matrix -M) I Weight: 137 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or3-7-10 oc purlins. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. BOT CHORD 2x6 SP No.2MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 wring truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=-100/1-0-0 (min. 0-1-8),9=436010-8-0 (min. 0-5.2). 1=1857/0-8-0 (min. 0-2-3) Max Horz1=90(LC 37) Max Uplift7=-334(LC 36), 9=-2494(LC 4), 1=-962(LC 3) Max Grav7=189(LC 5), 9=4360(LC 1), 1=1857(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 17 -19= -1599/836,2 -19= -4340/2324,2 -3= -3761/2152,3 -4= -2223/1339,4 -5=-2384/1379,5-6=-820/1513,6-14=-541/969,7-14=-435!742 BOT CHORD 18 -22= -785/1392,20 -22= -785/1393,20 -23=2198/4058.13 -23= -2198/4058,12-13=2198/4058,11-12=-2198/4058,11-24=-1983/3604, 10 -24= -1983/3604,10 -25=1382/867,9 -25=1382/867,9 -26= -896/533,B -26=-896/533,8-27=-896/533,16-27=-896/533,15-16=-896/533, 7-15=730/434 WEBS 2 -11= -596/512,3 -11= -1659/2836,3 -10= -2474/1472,4 -10= -377/618,5 -10=-2413/4316,5-9=-3973/2205,6-9=-664/554,6-8=131/262, 14-15=-159/294,17-18=-864/451,18-19=-1128/589,17-20=-512/958 NOTES- • • • • • • •• 1) Unbalanced rooflive loads have been considered forthis design. • • 000000 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. Il; Exp C; End., GCpi=0.18; MW S • • • • envelope); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60• • • • • • 0000•• 3) Provide adequate drainage to prevent water ponding. • 4) All plates are MT20 plates unless otherwise indicated. • • • • • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 Ib uplift atjoint 7, 2494 Ib uplift at joint 9 and 962 Ib ePIfjJt lbipt 1. 000.00 • •• 0000• 7 This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all ane/ points along the Bottom Chord, • • 9 9 P P 9 0000• nonconcurrent with any other live loads. 0000 • 0000•• 8) "Semi-rigid pitchbreaks with fixed heels" Memberend fixity model was used in the analysis and design ofthis truss. • *000 • • • • • 9 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 1806 Ib down and 1159 Ib u at 11-0-0, 540 Ib down and • • • • • • O P PP O P • • • 288 lb up at 11-0-12, 540 Ib down and 288 lb up at 12-3-8, and 540 lb down and 288 Ib up at 13-6-4, and 96 Ib down and 89 lb up at 13-7-0 on botiUrTrtTv The design/selection of such connection devices is the responsibility of others. • • • • • • O P b 0000•• • • 10) 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, 3-4=-90,4-7=-90,1-7=-20 Concentrated Loads (lb) Vert: 11=-2238(B=-540) 10=-636(B=-540) 24=-540(B) MahmOUnd Zolfa(7hari, 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 9144 6 Monopitch ilu s Jan za 2u1 ID:5KilLnRySm 6-6-0 7.610sJan 29 JnXjYzCyJwC 13-0-0 6-6-0 3 3x4 = 4x6 11 Scale = 1:25.0 0-4-0 6-6-0 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; 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 9-10-4, Exterior(2) 9-10-4 to 12-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 13-0-0 0-4-0 2) Plates checked for a plus or minus 0 degree rotation about its center. 6-2-0 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift at joint 1 and 540 Ib uplift at joint 4. 6-6-0 4) 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 vitlf fin(( otger live loads. 6 0 • 6 LOADING(psf) SPACING- 2-0-0 CSI. I— DEFL. n (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) 0.09 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) 0.31 4-5 >496 240 6600 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) 0 Weight: 58 Ib FT = O% LUMBER- 0660• 0660•• BRACING - 0 0 TOP CHORD 2x4 SP No.2 6 600•• TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purtins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed Lduring Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=728/1-0-0 (min. 0-1-8),4=686/0-8-0 (min. 0-1-8) Max Horzl=408(LC 4) Max Upliftl=-428(LC 4), 4=-540(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-9=782f758,9-11=-1293/814,2-11=-1147/825,3-4=-238/375 BOT CHORD 8-10=1256/893, 10-13=-1160/1162, 5-13=-1160/1162, 5-14=-1160/1162, 4-14=1160/1162 WEBS 2-5=0/333, 2-4=-1195/1189, 7-8=-410/402, 9-10=-336/547, 8-9=508/337, 7-10=-528/447 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; 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 9-10-4, Exterior(2) 9-10-4 to 12-10-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift at joint 1 and 540 Ib uplift at joint 4. 4) 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 vitlf fin(( otger live loads. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis truss. 00 0 6 0 • 6 6666•• LOAD CASE(S) Standard • • 6••0.6 6666•• 66• 60006• 0 66660• 66660 6600 6666• 0 0 6606•• 0 0060 0•000• 0 060660 0660• 0660•• 0 0 0 6 600•• 0 • 060.60 MahmOUnd Zolfaghari, P.E. Consulting Engineers 13901 S.W. 103 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss ;Truss Type 9144 iD2 MONOPITCH 6 6-6-0 1 1 1 2x4 = 3 7/16" FLAT TOP 3 3x4 = 4x6 11 13-0-0 Scale = 1:25.0 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) 0.09 5-10 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) 0.31 4-5 496 240 0000• BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FRC2010frP12007 Matrix -M) 0• 000•• I Weight: 58 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=728/1-0-0 (min. 0-1-8),4=686/0-8-0 (min. 0-1-8) Max Horz 1=408(LC 4) Max Upliftl=-428(LC 4), 4=-540(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-9=-782f758,9-11=-12931814,2-11=-1147/825,3-4=-238/375 BOT CHORD 8 -10= -1256/893,10 -13=1160/1162,5.13=-1160/1162,5.14=-1160/1162.4-14=-1160/1162 WEBS 2-5=0/333, 2-4=1195/1189, 7-8=-410/402, 9-10=-336/547, 8-9=-508/337, 7-10=-528/447 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWF RS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-10-4, Exterior(2) 9-10-4 to 12-10-4 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 0degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift atjoint 1 and 540 Ib uplift atjoint 4. 4) This truss has been designed for a moving concentrated load of 200.01b dead located atall mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • 0000•• 0000•• 0000•• 0000•• • 0.00.0 6 • • • 00000 • •• 0000• 0000 • 0000• 0000•• 0000 • • 666•• 0000•• • 060.• 0• 0• 000•• 0000 Mahmound Zolfaghari, P.;.666•0 Consulting Engineers 13901 S.W. 103 Ave. Miami, Florida 33176 Prone 305-253-2423 Fax 305-235-4248 Florida Professional Engineering License NO. 36921SpecialL•.spector License No. 636 Job ----_— ------Truss— ---- Truss Type'Qty Ply LOPEZ 8 COWAN (JI) ---- l 9144 D3 MONOPITCH 3 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:47 2015 Pac ID:5KilLnRySmuwvyJUnXjYzCyJwCz-LAR1 SGUPVv6Utm_OltW4T01KvsJyWn?RfYkmh3yJfDc 7 6-6-0 12-0-8 12-38 6-6-0 — -- ---- 5-6-8 0-3-0 3 4 Scale: 1/2"=V 0-4-0 6-6-0 _ 12-0-8 0-4-0 6-2-0 5-6-8 Plate Offsets (X_Y – L3:0-1-12,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) 0.09 6-11 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) 0.23 6-11 627 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FRC201 O/TP12007 Matrix -M) 9999• Weight: 54 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=675/1-0-0 (min. 0-1-8),5=669/0-1-8 (min. 0-1-8) Max Horz1=385(LC 4) Max Uplift1=394(LC 4), 5=-518(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-10=794!781, 10-12=1112/660, 2-12=-1040/671, 3-5=-234/392 BOT CHORD 9-11=1316/935, 11-14=-996/987, 6-14=-996/987, 6-15=-996/987, 5-15=996/987 WEBS 2-6=0/325, 2-5=-1036/1040, 8.9=-396/394, 10-11=-357/606, 9-10=-634/381, 8-11=-573/586 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 9-3-8. Exterior(2) 9-3-8 to 12-3-8 zone;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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 4) Provide mechanical connection (byothers) of truss to bearing plate capable ofwithstanding 394 Ib uplift at joint 1 and 518 Ib 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. • • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • 000 • • LOAD CASE(S) Standard 9999•• 9999•• 9999•• y• 9999•• 900090 000 9999• 9999 00•••• 9999•• 9999•• 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. 36921 Special Inspector License No. 636 Job -- ------ Truss --------TrussType iOty - - iPly I i 9144 i D4 I MONOPITCH 12 1 i s Jan z9 zui b Print: /.61U s ID:5Kil LnRySmuwvyJ UnXjYzCyJwCz-pN_PfcV2G DELVvYCsa1VDI UPGe9FEDE 6-2-0 _.--- _-- 11-8-8 _ 11-11-8 6-2-0 5-6-8 0-3-0 2x4 = Scale = 1:22.8 3 4 1x4 n — 11-8-8 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) 0.09 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 I BC 0.75 Vert(TL) 0.23 6-9 >605 240 IBCLL0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FRC2010rrP12007 Matrix -M) 9.0• • 0000•• 090• Weight: 53 Ib FT = 0% LUMBER- 00.00• • 90.1•• 0000•• BRACING - TOP CHORD 2x4 SP No.2 fee Mahmound Zolfaghari, P.E. TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 13901 S. W, 103 Ave. Miami, Florida 33176 BOT CHORD Rigid ceiling directly applied or 5-49 oc bracing. WEBS 2x4 SP No.2 Florida Professional Engineering License No. 36921 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith StabilizerInstallation guide. REACTIONS. (Ib/size) 1=638/0-1-8 (min. 0-1-8),5=669/0-1-8 (min. 0-1-8) Max Horz1=374(LC 4) Max Uplifl1=369(LC 4),5=518(1-C 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-7481761.8-10=-1114/677,2-10=-1043/688.3-5=234/393 BOT CHORD 7.9=-1287/874, 9-12=-1015/990, 6-12=-1015/990.6-13=1015/990, 5-13=-1015/990 WEBS 2-6=0/326, 2-5=-1039/1061, 1-7=-459/488, 8-9=-307/546. 7-8=-562/295, 1-9=-465/508 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph: HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; Exp C; Part Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 30-0, Interior(1) 3-0-0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8 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) Provide mechanical connection (byothers) oftruss to bearing plate at joint(s) 1, 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 Ib uplift at joint 1 and 518 Ib uplift atjoint 5. 5) 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. • • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • 000 LOAD CASE(S)Standard • • • • • • • • 0 • • • • • 0.009 • 000000 r Oro. 9.0• • 0000•• 090• 0000• • 0000: 00.00• • 90.1•• 0000•• 66 fee Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S. W, 103 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921SpecialInspectorLicenseNo. 636 9144 v 9 0 7 D5 MONOPITCH f INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 Mi I eK industries, Inc. Fri Nov IJ Uya /Atl Zu15 Flat ID:5KilLnRySmuwvyJ UnXjYzCyJwCz-pN_PfcV2G DELVvYCsa 1J?DIWbGefFKratCUJ DVyJfDn 6-2-0 ------ 9-10-8 10.1-8 6-2-0 3-8-8 0-3-0 2x4 11 Scale = 1:20.4 3 4 3x4 = 4x6 i 6-2-0 9-10-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.09 6-9 999 360 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 I Vert(TL) 0.22 6-9 532 iMT20 240 BCLL 0.0 Rep Stress Incr YES BW 0.24 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 ! Code FRC2010/TPI2007 Matrix -M) 0000•• 0000•• I Weight: 441b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=538/Mechanical, 5=568/0-1-8 (min. 0.1-8) Max Horz1=316(LC 4) Max Upliftf=-310(LC 4), 5=-439(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -8= -715f753.8 -10=-8051480,2-10=-731/491.3-5=-132f260 BOT CHORD 7-9=1286/871, 9-12=-766/694, 6-12=-766/694, 6-13=-766/694, 5-13=-766/694 WEBS 2-6=-22/317, 2-5=-812/894, 1-7=-425/477, 8-9=-308/590, 7-8=-663/342, 1-9=-507/635 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or6-0-5 oc bracing. MiTek recommends that Stabilizers and required cross brat ng be installed during Wss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vul1=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl.. GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3.0-0, Interior(1) 3-0-0 to 7-1-8, Exterior(2) 7-1-8 to 10-1-8 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) Refer to girder(s) for truss to truss connections. 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 310 Ib uplift at joint 1 and 439 Ib uplift at joint 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • 411410410 • • 0000• LOAD CASE(S) Standard • • • • • 0000 • • 00000• 0000•• • 0000•• 0000•• • 0000•• Mahniound 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. 36921 Special Inspector License No. 636 0000•• 0000 0000•• 0000•• 0000• 0000 0000• 0000•• 0000 0000•• 0000•• 0000•• • 0000•• 0000•• • 0000•• Mahniound 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. 36921 Special Inspector License No. 636 Job ITruss iTruss Type Oty Ply I LOPEZ 8 COWAN (, 9144 D6 Common 1 1 Job Reference_( optional DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 M I D:5KiILnRySm uwvyJ UnXjYzCyJwCz-HZYnsyWg 5-6-0 11-0-0 5-6-0 5-6-0 7 13-0-0 4x4 = 3 Scale = 1:23.4 2x4 11 4 3x4 =11 4x6 iI b LOADING(psf) in (loc) SPACING- 2-0-0 i CSI. TCLL 30.0 360 MT20 244/190PlateGripDOL1.33 TC 0.74 TCDL 15.0 0.02 5 Lumber DOL 1.33 BC 0.79 BCLL 0.0 Weight: 62 ID FT = 0% i Rep Stress Incr YES WB 0.41 BCDL 10.0 0000 Code FRC2010/TP12007 Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.06 6-11 999 360 MT20 244/190 Vert(TL) 0.25 5-6 615 240 Horz(TL) 0.02 5 We n/a 6 0000•• Weight: 62 ID FT = 0% i BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. 11 MiTek recommends that Stabilizers and required cross bracing be installed1duringtrusserectioninaccordancewithStabilizerInstallationguide.___] REACTIONS. (Ib/size) 1=727/1-0-0 (min. 0-1-8),5=687/0-8-0 (min. 0-1-8) Max Horz1=350(LC 4) Max Upliftl=-445(LC 4), 5=-522(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 8-10=-737/579, 10.12=-1369/1128, 2-12=-1252/1137, 2-13=1046/868, 3-13=-958/884 BOT CHORD 9-11=-934!723, 11-14=-1429/1249, 6-14=-1429/1249, 6-15=391/310, 575=-391/310 WEBS 2-6=531/744, 3.6=-758/808, 3-5=676/879,8-9=-388/383, 10-11=-221/427,9-10=119/256,8-11=-443f76 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0.0 to 6-9-1, Exterior(2) 6-9-1 to 11-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift atjoint 1 and 522 Ib uplift at joint 5. 5) 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, 00 nonconcurrent with any other live loads. 6 • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • *90 6 0000•• LOAD CASE(S) Standard • • 000000 0000•• • 6 0000 0000•• 0000•• • •• 0000• 0000 • 0000•• 0000 : 006:0 6•• 6 0000•• 666.6 • 060.06 • 0000•• 6 • 0000•• Mahmound Zolfa6hari, P.E! • •' 6 6 • • S 0000•• Consulting Engineers 13901 S.W. 10S Ave. Miami, Florida 33176 Phone 305-253-2423 Fax 305-235-4248 Florida Professional Engineering LicenseSpecialInspector No. 36921` License No. 636 Job — ------Truss I TrussType --- Qty Ply I LOPEZ & COWAN - (JI) -—- — — DG7 I Roof Special Girder IL9, 1 Lob Reference (orb nal) J DECO TRUSS COMPANY INC., Princeton, FL 33032 4-6-0 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:17:50 2015 Peg I D:5Kil LnRySmuwvyJ UnXjYzCyJwCz-11694HXIogU2kDib_?3n5eNrG31 Vj4CtLWZQIOyJfDI 9-0-0 13-0-0 4-6-0 4-0-0 4x4 = 4x4 = Scale = 1:22.0 3x10 MT20HS i I 4-6-0 1 9-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 ! Vert(LL) 0.12 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(TQ -0.20 6-7 >759 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FRC2010/rP12007 I (Matrix -M) I Weight: 73 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 33-6 oc pur ins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.10-4 oc bracing. WEBS 2x4 SP No.2 F MiTek recommends that Stabilizers and required cross bracing be installed —I during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 1=1326/1-0-0 (min. 0-1-9),5=249710-8-0 (min. 0-2-15) Max Horz1=287(LC 3) Max Uplift1=-979(LC 3), 5=-2075(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-1239/411, 2-8=-2507/1847, 2-3=2374/1858, 3-4=-2267/1835, 4-5=1874/1583 BOT CHORD 1 -9= -431/1313,9 -10= -1663/2311,10 -11=-1950/2311,7-11=-1950/2311,7-12=-1950/2311,6-12=1950/2311 WEBS 2-7=276/325, 3-6=-294/623, 4-6=-2286/2845, 8.9=-995/862 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 979 Ib uplift at joint 1 and 2075 Ib uplift atjoint 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. • • • 7) "Semi-rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • 8) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 1434 Ib down and 953 Ib up at 9-0.0, 445 lb down and 3078 Ib up at 9-0-12, and 445 Ib down and 3781b up at 11-0-12, and 445 Ib down and 378 Ib up at 12-3-4 on bottom chord. The design/selection of such connectbn 00000* 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, 3-4=-90,1-5=-20 • • Concentrated Loads (lb) i • • • • Vert: 6=-1518(B=-445) 13=-445(8) 14=-445(8) • • • • • • 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. 36921SpecialInspectorLicenseNo. 636 9144 I.1 E1 7-0-0 Common 12 1 1 r 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 t ID:5Kil LnRySmuwvyJUnXjYzCyJwCz-DygYHc 14-0-0 7-0-0 4x4 = 2 Scale =1:22.6 4x4 11 4x4 /I 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) 0.04 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) -0.22 4-8 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FRC2010IrP12007 1 (Matrix -M) I Weight: 46 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed g truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (Ib/size) 1=770/0-8-0 (min. 0-1-8), 3=770/0-8-0 (min. 0-1-8) Max Horz1=57(LC 7) Max Upliftl=-303(LC 4), 3=-303(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-13=-1097/769, 13.14=-993f779, 2-14=-990/788, 2-15=-990!788, 15-16=-993/779, 10-16=1097!769 BOT CHORD 5-7=-399/430, 7-8=-593/939, 8-17=-593/939, 4-17=-593/939, 4-18=-593/939, 12-18=593/939, 11-12=-593/939, 9-11=-399/430 WEBS 2-4=0/308,6-7=-1181/1295, 5-6=-771/871,1-7=-906f775, 10-11=1181/1295,9-10=-771/871. 3-11=906!775 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=27ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 30-0, Intedor(1) 3-0-0 to 4-0-0. Exterior(2) 4-0-0 to 7-0-0, Interior(1) 10-0-0 to 11-0-0 zone; cantilever left and right exposed ;C -C formembers 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) Provide mechanical connection (by others) oftruss tobearing plate capable of withstanding 303 Ib uplift atjoint 1 and 303 Ib uplift atjoint 3. 6 • • 5) 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. 0 0 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . 00. • 0000•• LOAD CASE(S) Standard • • 0 6 • • 6 0000•• 0000 0000•• 0000 0000• 0 • 0000• 0000 0000•• 0000•• 060.• 0• 0000•• 0.6•0 0000 Mahmound Zolfaghari, P.E. • Consulting Engineers 13901 S.W. 103 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9144 EG3 Hip Girder 11 i 1 DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Prir ID:5KiILn RySmuwvyJ U n) 5-0-09-0-0 5-0-0 -- — ) 4-0-0 5x8 = 5x6 1! 4.00 12 2 15 3 610s 14-0-0 5-0-0 5FA3SF7tOB Scale = 1:23.5 16 8 17 3x6 11 4x6 I i Z11 1Z ZZ 3x4 = 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) 0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.27 5-6 >617 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FRC2010/TP12007 Matrix -M) I Weight: 67 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. T2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-64 oc bracing. BOT CHORD 2x6 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 durinq truss erection, in accordance with Stabilizer Installation guide__._ REACTIONS. (Ib/size) 1=1186/0-8-0 (min. 0-1-14),4=1186/0-8-0 (min. 0-1-14) Max Horzt=41(LC 31) Max Upliftl=-584(LC 3), 4=-584(LC 4) Max Gravl=1574(LC 21), 4=1574(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-9=1247/387, 2-9=-3698/1267, 2-15=-3573/1238, 3-15=-3573/1238, 3-13=-3697/1262, 11-13=-1247/385 BOT CHORD 8 -17= -438/1269,10 -17= -438/1270.10 -18=1149/3479,6 -18=-1149/3479.6-19=-1161/3579,5-19=-116113579,5-20=-1117/3478, 14-20=-1117/3478,14-21=-416/1270,12-21=416/1269 WEBS 2-6=-129/1112, 3-5=-133/1051, 7-8=-658/222, 8-9=-1106/357, 7-10=-225172 9, 11-12=-658/221, 12-13=1106/358, 11-14=-219/729 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=27ft; Cat. II; 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. 0000 • 4) Plates checked for a plus or minus 0 degree rotation about its center. • • 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 584 Ib uplift at joint land 584 Ib uplift at joint 4. • • • 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, • 0 • • • 0 nonconcurrent with any other live loads. • • 7) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design ofthis Wss.• • • pitchbreaks 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 82 Ib up at 5-0-0, and 70 lb d.;tftd;54 0 0 up at 7-0-0, and 70 lb down and 82 Ib up at 9-0-0 on lop chord, and 866 Ib down and 187 Ib up at 5-0-0, and 866 lb down and 187 ib up at 8-11-4 &%bolilgin 0000 chord. The design/selection of such connection device(s) is the responsibility ofothers. • • 0•• 0000••• LOAD CASE(S) Standard • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33. Plate Increase=1.33 000000 0 • Uniform Loads (plf) • • • • 0 0000 ••• Vert: 1-2=-90, 2-3=-90, 3-4=-90, 1-4=-20 000000 Concentrated Loads (lb) • Vert: 2=-70 3=-70 6=-303 5=-30315=-7019=16 • • • 0 • • 0000•• 006:9 • • • • • 0000 • 00.00•• 000.0 Io Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2423 Fax 305-235-4248 Florida Professional Eliginecri lg License No. 36921 Special Inspector License No. 636 9144 8 5 Oty Ply j LOPEZ & COWAN (JI) Ht I MONOPITCH 14 1 1 610 s Jan ID:5KilLi 6-10-8 2x4 11 2 3 Scale =1:15.3 9 3x6 ! ! 4x4 = 0-4-0 --- 6 10 8 — —1 0-4-0 _ 6-6-8 Plate Offsets (X,Y) -2:0-2-13.0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.94 Vert(LL) 0.16 4-9 >495 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) -0.32 4-9 >256 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 Matrix -M) _ Weight: 251b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.213 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing I installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=398/1-0-0 (min. 0-1-8),4=378/0-1-8 (min. 0-1-8) Max Horz1=221(LC 4) Max Uplift1=233(LC 4), 4=-291(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD "=-976/1209,2-4=281/502 BOT CHORD 7-9=-2165/1409 WEBS 6-7=279/312,8-9=-468/1044,7-8=1570/1004,6-9=-133511868 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. ll; 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 4.1-8, Exterior(2) 4-1-8 to 7-1-8 zone;C-C for members and forces & MWFRS forreactions 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) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 1 and 291 Ib uplift atjoint 4. 5) 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. 6) "Semi-rigid pitchbreakswith fixed heels" Memberend fixity model was used in the analysis and design of this truss. • • • • 000 • • LOAD CASE(S) Standard 000000 0 0 Mahmound Zolfaghari, P.E. • • Consulting Engineers I3901 S.W. 103 Ave,. Miami, Florida 331,'6 Phone 305-253-2423 Fax 305-235-424,; Florida Professional Enginee' yingLicons^ \ o, 36921Specialinspecto, License No. 636 9144 i HG2 1 MONOPITCH GIRDER 1 1 Job Referem DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan ID:5Kil LnRySmuwvyJ UnX]YZCyJ W ( 7 3-3-4 6-6-8 6-9-8 3-3-4 — - -, -- ---- 3-3-4 — -0-3-0 2x4 i! Scale: 3/4"=1' 3 4 4x4 = 3-3-4 6-6-8 _ 3-3-4 3-3-4 Plate Offsets (X Y)1.0.510,0 0 8] [6:0-4-8,0.1-8] 2) Plates checked for a plus or minus 0 degree rotation about its center. LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIPITCLL30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.04 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 Be 0.67 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 5 n/a n/a 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 618 Ib down and 379 Ib up at 1-3-12, and 618 lb down and BCDL 10.0 I Code FRC2010/TPI2007 I (Matrix -M) i Weight: 34 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-5 oc purlins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed 000• during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1258/1-0-0 (min. 0-1-8),5=1235/0-1-8 (min. 0-1-8) 0 • • Max Horz1=210(LC 3) Uniform Loads (plf) Max Uplittl=-759(LC 3), 5=-818(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 1-8=-1390/850.2-8=-2056/1203 Concentrated Loads (lb) • *000 • BOT CHORD 7-10=-1165/1679, 9-10=-1165/1679, 9-11=-1294/1941, 11-12=-1294/1941, 6-12=1294/1941, 6-13=-1294/1941, 13-14=-1294/1941, 5-14=1294/1941 WEBS 2-6=57911051, 2-5=-2068/1379,1-7=-745/469 0000•• NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Providemechanical connection (by others) oftruss tobearing plate atjoint(s) 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 Ib uplift at joint 1 and 818 Ib uplift atjoint 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. • • • 00 ritchbreaks with fixed heels" Member end fixity model was used n the analysis and design of this truss. • • • 6 "Semi-rigid P ' in lY g • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 618 Ib down and 379 Ib up at 1-3-12, and 618 lb down and 3791b up at 3-3-12, and 518 Ib down and 320 lb up at 5-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of oth@rs. 000000 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). • • • 0000•• LOAD CASE(S) Standard•• 000• 0000• 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 ••• • 00000• 0 • • 00009 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 • • • • Concentrated Loads (lb) • *000 • 0 • • • 0 • Vert: 6=-618(B) 11=-618(B) 14=-518(8) 0000•• 0000•• 0000•• 0000•• 000.0 Mahnlound Zolfaghari, P.E. Consulting Engineers 13901 S.V. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Enginccrin License No. 3692.1 Special Inspector Eicerlse No. 636 9144 ICil l DIAGONAL HIP GIRDER I3 nFCfl TRI ISS CCIMPANV INC Princeton FI. 33032 Run: 7.610 5 5.2.4 10-4-7 15-6-11 5.2 4 —--+—--— 5-2-4 — ---- 5-2-4 Scale = 1:25.1 3x4 11 A3F1_9 5 6 5x6 11 0-5-11 _ 5-24 104-7 15-6-11 b-5 11 4-8-9 --- 5_2_q-- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) 0.12 9-10 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.33 BC 0.90 Vert(TL) 0.39 9-10 >464 240 BCLL 0.0 I Rep Stress Incr NO WB 0.77 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FRC20101TP12007 Matrix -M) Uniform Loads (plf) • Weight: 84 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD 2x6 SYP No.t BOT CHORD Rigid ceiling directly applied or 5-9-11 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8 IMiTek recommends that Stabilizers and required cross bracing be installed l I during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1727/0-2-8 (min. 0-2-3), 1=1090/0-11-5 (min. 0-2-3) Max Horz1=453(LC 3) Max Uplif18=1144(LC 3), 1=-744(LC 23) Max Grav8=1835(LC 22), 1=1880(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-15=1611/516, 13-15=-1513/520, 13-16=-4355/1611, 2-16=-4340/1614, 2-3=2900/1191, 3-17=2891/1192,17-18=28B4/1220, 4-18=-2844/1220, 5-8=196/274 BOT CHORD 12-20=-891/1795, 14-20=-891/1796, 14-21=-1925/4225, 21-22=-1925/4225, 10-22=1925/4225, 10-23=1925/4225, 23-24=-1925/4225, 24-25=1925/4225, 9-25=1925/4225, 9-26=1408/2808, 8-26=140812808 WEBS 2-10=213/612, 2-9=-1587/931, 4-9=-337/1745, 4-8=-3079/1502, 11-12=-891!355, 12-13=-1330/430, 11-14=386/821 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf: BCDL=S.Opsf; h=27ft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS envelope) gable end zone; 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. • • • • 000 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1144 Ib uplift at joint 8 and 744 Ib uplift at joint 1. • • • 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 Chofd, • • • • • • nonconcurrent with any other live loads. • • • • 6) "Semi-rigid pitchbreaks with fixed heels" Memberendfixity model was used in the analysis and design of this truss. • • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 lb down and 31 Ib up at 1-5-4, 191 Ib down a&? -t b up • at 4-3-4, and 93 Ib down and 24 Ib up at 7-1-3, and 207 Ib down and 122 Ib up at 9-11-2 on top chord, and 380 Ib down and 24 Ib up at 4-3-4, and•45 ly down 0000 and 257 Ib up at 12-9-1, and 445 lb down and 257 Ib up at 12-9-1 on bottom chord. The design/selection of such connection device(s) is the responsit0lity o* • • • others. 8) In the LOAD CASE(S) section, loads applied to theface ofthe truss are noted as front (F) or back (B). • • • • • 90906* LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 000000 • Uniform Loads (plf) • Vert: 1-5=-90, 5-6=-90, 1-7=20 • • • • • • Concentrated Loads (lb) • • • • • Vert: 15=31 16=70 17=-69 18=-207 22=24 23=-15 25=-49 26=-890(F=-445. B=-445) • • • 09*9• MahmOund Zolfaghari, P.E. • • Consulting Engineers 13901 S.W. 1000 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9144 a 0 CJ11A I Diagonal Hip Girder 5-2-4 5-2-4 Run: 1.510s Jan Z ID: 5Kil Ln RySm 10-7-4 1 R81AbbYFula?HrkwmYYI Scale = 1:25.1 2x4 II 2.&9117 5 6 5-2-4 10-1-1 5x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 i TC 0.85 Vert(LL) 0.06 10 999 360 i MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) 0.19 9-10 660 240 j BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) 0000 • 0#00 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Weight: 84 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-9 MiTek recommends that Stabilizers and required cross bracing be installed lb uplift at joint 9 and 349 Iblplift atidInt during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=491/1-5-0 (min. 0-1-8),9=2062/0-1 1-5 (min. 0-3-5),8=125/0-1-8 (min. 0-1-8) Max Horz1=354(LC 3) 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel Max Upliftl=-397(LC 4), 9=-1548(LC 5), 8=349(LC 19) 000000 Max Grav1=1108(LC 10), 9=2783(LC 13), 8=125(LC 1) 000000 • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. TOP CHORD 1-11=-652/1682, 11-15=-1318/452,13-15=-1216/451, 13-16=1785/690, 2-16=-1759/679, 2-3=4451930, 3-17=-441/933,17-18=-468/953, 4-18=-530/1008 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 lb down and 31 Ib up at 1-5-4, 41 Ib down and 76r4up 0000 BOT CHORD 1-12=1708/668,12-19=-693/1541,14-19=693/1543,14-20=-906/1736, 20-21=906/1736, 10-21=906/1736, 10-22=-906/1736, 22 -23=906/1736,23 -24=-906/1736,9-24=-906/1736,9-25=-926/313,8-25=-926/313 WEBS 2-10=0/942, 2-9=-2721/1208, 4-9=-1130/1062,4-8=354/1043,11-12=-667/251, 12-13=309/86 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS envelope) gable end zone: cantilever left exposed ; porch 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 000 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 Ib uplift at joint 1, 1548 lb uplift at joint 9 and 349 Iblplift atidInt 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located atall mid panels and at all panel pointsalong theBottom Chad, • • • 000000 nonconcurrent with any other live loads. 000000 • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 lb down and 31 Ib up at 1-5-4, 41 Ib down and 76r4up 0000 at 4-3-3, and 102 Ib down and 238 lb up at 7-1-3, and 260 lb down and 400 lb up at 9-11-2 on top chord, and 400 Ib down and 57 Ib up at 4-3-3, 441 19 dowA • • • and 61 Ib up at 7-1-3, and 482 Ib down and 64 lb up at 9-11-2, and 445 lb down and 257 Ib up at 12-9-1 on bottom chord. The design/selection oftum • • • • connection device(s) is the responsibility of others. 0000 • 0#00 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard o • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 UniformLoads (plf) Vert: 1-5=90, 5-6=-90. 1-7=-20 Concentrated Loads (lb) Vert: 15=31 16=57 17=-102 18=-260 21=-28 22=-83 24=-137 25=-445(F) 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. 36921 Special Inspector License No. 636 9144 CJ9 Diagonal Hip Girder 1' Job Reference int: 7.610 s Jan 23 Nov 13 09:17 1L2g72v?8B Scale = 1:20.4 3x4 3 4 3x6 = 3x4 = 6x6 = LOADING(psf) j SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 TCDL 15.0 Lumber DOL 1.33 BC 0.52 BCLL 0.0 Rep Stress Incr NO WB 0.50 BCDL 10.0 Code FRC2010/rP12007 (Matrix -M) DEFL-in (loc) Vdefl Ud ' PLATES GRIP Vert(LL) 0.11 7-11 >999 360 MT20 244/190 Vert(TL) -0.30 7-11 >495 240 Horz(TL) 0.05 6 n/a n/a Weight: 62 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-4-8 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed 1 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1019/1-5-0 (min. 0.1-8), 6=1101/0-1-8 (min. 0-1-8) Max Horz1=370(LC 3) Max Upliftl=-863(LC 3), 6=939(LC 3) Max Gravl=1611(LC 10), 6=1463(LC 20) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8= -1643/3222,8 -10=-2172/1053,10-12=-3157/1534,2-12=-3136/1546,3-6=-345/382 BOT CHORD 1-9=3304/1691, 9-14=1484/2540, 14-15=-1484/2541, 11-15=1492/2562, 11-16=-1736/3061, 7-16=1736/3061, 7-17=1736/3061, 6-17=-1736/3061 WEBS 2-7=-102/1308,2-6=3140/1729,8-9=-813/480, 10-11=-210/272,9-10=-370/134 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 863 Ib uplift atjoint 1 and 939 lb uplift atjoint 6. • • • 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 Chdlid, 0.0 nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 Ib down and 57 Ib up at 4-3-4, and 102 Ib dDwn 2hd ?57 Ib up at 7-1-3, and 260 Ib down and 319 lb up at 9-11-2 on top chord, and 444 Ib down and 183 lb up at 1-5-4, 400 Ib down and 57 Ib up at 4-3-4, Snd141111? down and 61 Ib up at 7-1-3, and 482 Ib down and 64 Ib up at 9-11-2 on bottom chord. The design/selection of such connection device(s) is the respWsihtliYy of others. • • 0000•• 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=-90,1-5=-20 Concentrated Loads (lb) Vert: 7=-83 2=-102 12=57 13=-260 15=167 16=-28 17=-137 0000 0000 0000•• 0000•• 000.0 0000•• 0*: • • 0000• 0000• 0000•• 0.00• 000•• 0000•• MahmoundLolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License Nlo. 36921 Special Inspector License No. 636 9144 CJ7 Diagonal Hip Girder 4-6-0 2 1 Job Referen, 610 s Jan 29 2015 Print: 7.610 s Jan ID:5Kil LnRySmuwvyJ UnXjYZCyJvu 4 4 2x4 11 3 4 Scale = 1:13.2 0-5-1 4-6-0 — -- 7-0-14 ---_--_- 0-5-1 4-0-15 2-6-14 Plate Offsets L,Yj-_(1_0.0.3,Edge , 7:0 5 1,0.0.3j-[6:0.2-12,0 1-81 r — — --- --i-- — --- LOADING(psf) SPACING- 2-0.0 i CSI. i DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) 0.02 12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) 0.08 7-12 >961 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FRC2010ITP12007 _ 1 (Matrix -M) _ Weight: 30 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purfins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.2 I MiTek recommends that Stabilizers and required cross bracing be installedWEDGELduringtrusserection, in accordance with Stabilizer Installation guide. Left: 2x4 SP No.2 REACTIONS. (Ib/size) 6=315/0-1-8 (min. 0.1-8), 1=338/0.11-5 (min. 0-1-8) Max Horz1=110(LC 21) Max Uplifl6=-181(LC 21), 1=-170(LC 6) Max Grav6=680(LC 20), 1=874(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-13=-11361223.11-13=-1033/203.2-11=1163/218 BOT CHORD 10.14=-244/1067, 12-14=244/1067, 7-12=-273/1139, 7-15=-273/1139, 6-15=-273/1139 • • • WEBS 2-7=-20/695. 2-6=-1262/302, 9-10=-601/159, 10-11=-444/68, 9-12=-96/393 0 • • so NOTES- • • • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFR000000S • 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) Provide mechanical connection (by others) oftruss tobearing plate at joint(s) 6. • • • • • • • • 4) Provide mechanical connection (by others) oftruss tobearing plate capable of withstanding 181 Ib uplift at joint 6 and 170 Ib uplift atjoint 1.• • • • • • • 000000 5) 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 Chor gee* nonconcurrent with any other live loads. ****go • • 6) "Semi-rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysis and design ofthis truss. • • • • • • • • • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 Ib down and 95 Ib up at 1-5-4, and 28 Ib dovr@ and 70 NI • • • • • • • • up at 4.3-4 on top chord, and 380 lb down and 24 Ib up at 4-34 on bottom chord. The design/selection of such connection device(s) is the responsibi8li • • • 000000 others. • • • LOAD CASE(S) Standard • • • • • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 • • • • • • • Uniform Loads (plf) • • • 000000 Vert: 1-3=-90, 34=-90, 5-8=-20 • • • 000*00 Concentrated Loads (lb) • • Vert: 7=24 2=7013=31 Mahmound Zol&ghari, 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 9144 J11 Jack -Closed 5-6-0 7 11-0-0 1FOQbcUogBzbyJfDg Scale = 1:21.8 3 6 3x4 = 0-4-0 5-6-0 11-0-0 6-4-0 5-2-0 _ _ 5-6-0 1111 Plate Offsets (X„_(31012 -Q0 0-121_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.03 5 999 360 I MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 I Vert(TL) 0.20 4-5 665 240 BCLL 0.0 I. Rep Stress Ina YES WB 0.50 HOrz(Q 0.02 4 n/a n/a BCDL 10.0 1 Code FRC2010IrP12007 Matrix -M) Weight: 49 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=634/0-8-0 (min. 0.1-8), 4=560/0.1-8 (min. 0-1-8) Max Horz1=242(LC 4) Max Upliftl=-230(LC 4), 4=-278(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-10=-1006/481,2-10=-873/491,3-4=-205/284 BOT CHORD 8-9=352/885, 9-12=739/885, 5-12=-739/885, 5-13=-739/885, 4-13=-73f/885 WEBS 2-5=0/290, 2-4=904/749, 7-8=-777!118, 6-7=-478/235, 1-8=-277/584 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-Fr12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed I lduringtruss erection, in accordance with Stabilizer Installation guide. NOTES- • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) andC-C L•xt or(2) 0-0,0to 3-0d4 Interior(1) 3-0-0 to 6-7-5. Exterior(2) 6-7-5 to 10-10-4 zone; cantilever leftexposed ;C -C for members and forces8 MWFRSfor reactions shown; LumbOODOL•1.6S=1.60 • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. 0 • • • • • • 3 Provide mechanical connection (by others of truss to bearing late at'oint s 4. • • • • • • 000000 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 1 and 278 Ib uplift at joint 4. • • • • • 5) 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 Choly • • • • • nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels” Memberend fixity model was used in the analysis and design of this truss. • • • • • • • LOAD CASE(S) Standard • • • • • MahmOUnd Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 lob ---------Truss (Truss Type------------ Qty Ply LOPEZ & COWAN (JI)-- ---- 3144 — iJ9 Jack -Closed --- ---- _ - -7 I 1 I Job Reference (optionap j DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:18:012015 Pa I D: SKil Ln RySmuwvyJ U nXjYzCyJwCz-xtH KO2fBC DtVYv2i7pm M 1zKmZV2zoC MVtk7VBFyJfD 1 r cl 7 4x4 = 4-0 0 4- X.Y)-- f1:0-3-10.Edael. 16:0-3-0.0-2-1 4-6-4 9-0-7 4-6-4 2x4 = Scale = 1:19.3 3 4 LOADING(psf) SPACING- 2-0 0 CSI. i DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.49 Vert(LL) 0.01 6-10 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 I Vert(TL) 0.42 6-10 247 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 Matrix -M) Weight: 38 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=521/0-8-0 (min. 0-1-8),6=473/0-1-8 (min. 0-1-8) Max Horz1=200(LC 4) Max Uplift1=176(LC 4). 6=-243(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-303/100,8-11=-726/521,2-11=-625/532,3-6=-203/323 BOT CHORD 7-9=-101/349,9-10=405/635.10-13=-765/635,6-13=-765/635 WEBS 2-6=614f778,8-9=-515/687,7-8=-167/947.1-9=-1114/218 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed I during truss erectionin accordance with StabilizerInstallation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and•C-C L•xtefior(2) 0-0-0 to 3-0-Q, Interior(1) 3-0-0 to 4-9-8, Exterior(2) 4-9-8 to 9-0-7 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; LumbemWL=1460 plate grl Dbt-1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • 3) Provide mechanical connection (by others) of truss tobearing plate at joint(s) 6. • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 243 Ib uplift atjoint 6. • • 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 Cholid • • nonconcurrent with any other live loads. • • • • • • 6) "Semi-rigid pitchbreaks with fixed heels" Memberendfixity model was used in the analysis and design of this truss.• LOAD CASE(S) Standard • • • • • • 00099 MahmoundLolfaghari, 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 9144 in c? 0 1 7 MONOPITCH Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc ID:5KilLnRySmuwvyJUnXjYzCyJwCz-P3ribOggzW?MA3dugWH 5-0-0 7-10-0 8-9-0 5-0-0 2-10-0 0-11-0 4 11 4x6 11 5 2x4 = 0-4-0 5-0-0 _ 7-10-0 0 4-5-0 2-10-0 Scale = 1:18.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) 0.03 6-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.09 6-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) Weight: 35 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed duringlans erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=437/1-0-0 (min. 0-1-8), 5=504/0-8-0 (min. 0-1-8) Max Horz1=263(LC 4) Max Upliftl=-250(LC 4), 5=-374(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-10=-449/450,10-12=-563/292,2-12=-501/300,3-5=-190/375 BOT CHORD 9-11=-846/500, 11-14=-563/483, 6-14=-563/483, 6-15=-563/483, 515=-563/483 WEBS 2-6=-27/283, 2-5=-571/665, 8-9=-248/282, 10-11=-228/460, 9-10=-391/167, 8-11=278/320 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope)"C-CsExterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 59-0, Exterior(2) 59-0 to 8-9-0 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. • • • • ••• 000000 3) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 250 lb uplift at joint 1 and 374 Ib uplift at joint 5. • • • • 4) 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 Choht, nonconcurrent witl•anp ot*r live loath.• • • • 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • LOAD CASE(S) Standard 0 • a,niou11,d Lo1j t1,7harl, I' t,. 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 3105-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9144 J9B Jack -Closed 3 11 IJob Reference (otiP ona1 _ 610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc KilLnRySmuwvyJUnXjYzCyJwCz-tF04okhSkg7CoDC5 EEog6 I- - - 9-0-0 — 3-6-0 2x4 11 3 0-4-0 5-6-0 9-0-0 0 0 5-2-0 3-6-0 Scale = 1:19.1 LOADING(psf) SPACING- 2-0-0 CSI. 2) Plates checked for a plus or minus 0 degree rotation about its center. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Gr p DOL 1.33 TC 0.50 Vert(LL) 0.05 5-10 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) 0.13 5-10 848 240 BCLL 0.0 Rep Stress Incr YES WS 0.18 0000•• Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 Matrix -M) 0000• Weight: 39 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectioJ_in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=509/1-0-0 (min. 0-1-8), 4=465/0-1-8 (min. 0.1-8) Max Horz1=281(LC 4) Max Upliftl=-299(LC 4), 4=-368(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-9=-5431578.9-11=-721/553,11-12=-658/554,2-12=-601/562 BOT CHORD 8-10=-999/627, 10-13=-817/627, 5-13=-817/627, 5-14=-817/627, 4-14=-817/627 WEBS 2-4=717/934, 2-5=-6/296, 7-8=-291/337, 9-10=-266/516, 8-9=-412/231, 7-10=366/357 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (envelope) WW C-C•Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-7-5, Exterior(2) 4-7-5 to 8-10-4 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 1 and 368 Ib uplift at joint 4. 5) 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 Chor 1, • 0 • nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000000 0000 0000•• LOAD CASE(S) Standard 0000•• 0000• 0000 0000•• 0000 0000•• 0000•• 0000•• 0000•• 0000•• 0 000 0000•• 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. 36921 Special Inspector License No. 636 lob - rTruss j Truss Type Qty i Ply LOPEZ 8 COWAN (JI) 3144 J7 JACK -OPEN --- — 6 i 1 ! Job Reference (optional)_ 1 DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:18:00 2015 Pa ID:5KilLnRySmuwvyJUnXjYzCyJwCz-TgjxAieZRvlexmTWZ5F7V[oTx51D3oZLe4OyfpyJfDl E 4 7-0-7 ---- ---- ' 2 7 3x6 = Scale = 1:15.3 X0-4-01 7-0-7 0-4-0' 6-8-7 exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • Plate Offsets (X Y}_I1:0-3-0,0,0-11-2] 2) Plates checked for a plus or minus 0 degree rotation about its center. • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. • 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 0.99 Vert(LL) 0.01 3.7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) 0.28 3-7 >297 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 1 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2010/rP12007 I (Matrix -M) I Weight: 22 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed Burin Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=483/0.8-0 (min. 0-1-8),2=231/0-1-8 (min. 0-1-8), 3=53/0-1-8 (min. 0.1-8) of Max Horz1=155(LC 4) Max Uplifts=185(LC 4), 2=-164(LC 4) Max Grav1=483(LC 1), 2=231(LC 1), 3=251(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-445/542 BOT CHORD 4-6=-965/690,6-7=01316 WEBS 1A=-249/366,5-6=-995/1571,4-5=-2396/1711,1-6=-1817/2511 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; Exp C; End., GCpi=0.18; MWFR•SjenveJppe) andC•C Bx ;or(2) zol;•cirUiar 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. • 4 Provide mechanical connection b others) oftruss to bearing late capable of withstanding 185lb uplift atjoint 1 and 164lb uplift atjoint 2. • • • Y 9P P 9 P 1 P 1 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. • • • • • • 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 Chor:,• • • nonconcurrent with any other live loads. • • 7) "Semi-rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysis and design ofthis truss. • • • • • • LOAD CASE(S) Standard • • of • of kiahmeunn ?olfagllari, 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 9144 J7A I JACK -OPEN 0 M 610 s Jan 29 ID:5Kil Ln Ry: 4x4 = Scale = 1:14.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) 0.19 3-8 >439 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(TL) -0.34 3-8 >243 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) Weight: 22 Ib FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Lamm truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=413/1-0-0 (min. 0-1-8),2=257/D-1-8 (min. 0-1-8), 3=97/0-1-8 (min. 0-1-8) Max Horz1=221(LC 4) Max Upliftl 244(LC 4), 2=263(LC 4), 3=-18(LC 4) Max Gravl=413(LC 1), 2=257(LC 1), 3=269(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-1122/1542 BOT CHORD 6-8=-2491/1485 WEBS 5-6=322/367,7-8=441/1137, 6-7=1838/1087, 5-8=-1366/2099 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope,) andc'-CeExterior(2) zone;C-- for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • 000 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details assappficable, oriconsult qualified bQ'I1ing deylgner a per ANSI/TPI 1. • • • • • • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • 4) Gable studs spaced at 2-0-0 oc.: Go:*: 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 3. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 Ib uplift at joint 1, 263 Ib uplift at joint 2 and 18 Ib upVVt jpi%t3. • • • • • • • • • • 7) Beveled plateor shim required to provide full bearing surface with truss chord at joint(s) 2. • • • • • • • • • • • • 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 ChoRl! • • • • • • • nonconcurrent with any other live loads. • • • • • • • • • • 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • • • • • LOAD CASE(S) Standard 009000 e• • 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. 36921 Special Inspector License No. 636 9144 1 J5 1 JACK -OPEN 16 1 1 Run: 7.610 s Jan ID:SKilLnR 5-0-7 5-0-7 2 1 SPACING- 2-0-0 N DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 ar Vert(LL) 0.00 4 6 360 4 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) 7 3x4 = 5-0-7 4-8-7 Scale = 1:12.4 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) 0.00 4 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) 0.09 3-7 688 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0Code FRC2010/rP12007 Matrix -M) 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Weight: 16 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=350/0-8-0 (min. 0-1-8),2=162/0-1-8 (min. 0-1-8),3=36/0-1-8 (min. 0.1-8) Max Horz1=111(LC 4) Max Upliftl=-134(LC 4),2=-1 15(LC 4) Max Gravl=366(LC 11), 2=162(LC 1), 3=235(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-6=-438/275 WEBS 5-6=-582/944,4-5=-1 1 12f766, 1-6=-874/1176 BRACING - TOP CHORD Structural wood sheathing directly applied or5-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and•(!C F•xte'por(2) zone; cantilever left exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 000 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 1 and 115 Ib uplift atjoint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 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 Choodp • • • • nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 00000 LOAD CASE(S) Standard 0900 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. 36921 Special Inspector License No. 636 9144 J5A iJACK-OPEN i4 1 1 Job Ref( nc— TD[ Ice rnkeaekty (ur pli,.rot— c( zanaI Run: 7.610 s Jan 29 2015 Print: 7.610 s N 0 i LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No -2 4 507 - 5-0.7 Scale = 1:12.4 2 2x4 — 0-4-0 0 40 5-0-7 _ 4-8-7 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.33 j TC 0.63 Vert(LL) 0.07 3-8 849 360 Lumber DOL 1.33 BC 0.57 Vert(TL) 0.14 3-8 433 240 Rep Stress Incr YES WB 0.00 j Horz(TL) 0.01 2 n/a n/a Code FRC2010/fP12007 LOAD CASE(S) Standard 0000 Matrix -M) se ••• 0 000•• REACTIONS. (Ib/size) 1=299/1-0-0 (min. 0-1-8),2=178/0-1-8 (min. 0-1-8),3=70/0-1-8 (min. 0-1-8) Max Horz1=158(LC 4) Max Upliftl=-176(LC 4), 2=182(LC 4), 3=16(LC 4) Max Gravl=349(LC 11), 2=178(LC 1), 3=249(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-529/666 BOT CHORD 6-8=-1127/610 WEBS 5-6=-216/309,7-8=-232/621,6-7=-866/457,5-8=-607/923 PLATES GRIP MT20 244/190 Weight: 16 Ib FT = 0% BRACING - TOP CHORD Structuralwood sheathing directly applied or 5-0.7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=27ft; Cat. II; Exp C: Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or . qualifiedqlified building designer a per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. • • 0000•• 4) Gable studs spaced at 2-0-0 oc. • • 5) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2, 3. • • 6) Provide mechanical connection (by others) of W000000 ss to bearing plate capable of withstanding 176 Ib uplift atjoint 1, 182 Ib uplift at joint 2 and 16 Ib uplift at joint 3407) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. • • 8) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chora • • • • • nonconcurrenl with any other live loads. • • 09: • 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 0000• 0000•• 0 0• LOAD CASE(S) Standard 0000 se ••• 0 000•• 0000 0000•• 0000•• 0000•• 0000•• 0.000 0000•• 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. 36921 Special Inspector License No. 636 9144 J58 Truss Type Jack -Open 5-0-0 5-0-0 3 1 1 2 Scale = 1:11.8 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) 0.00 4 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) 0.08 3-7 701 240 BCLL 0.0 1 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix -M) Weight: 15 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=347/0-8-0 (min. 0-1-8),2=160/0-1-8 (min. 0-1-8),3=36/0-1-8 (min. 0-1-8) Max Horzl=110(LC 4) Max Upliftl=-133(LC 4), 2=-114(LC 4) Max Gravl=365(LC 11), 2=160(LC 1), 3=235(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-6=-430/271 WEBS 5-6=-5761934,4-5=11092f754, 1-6=-861/1154 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ____ NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; 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) Provide mechanical connection (by others) oftruss to bearing plate at joint(s) 2, 3. 4) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 133 Ib uplift at joint land 114 Ib uplift atjoint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 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 Cho04, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 LOAD CASE(S) Standard o go 0000• 0000•• 00+00 000 0••• 0 • 0 1.0• 009000 00.090 0 0 00• 00 0000. 0 0 •• 0 0 000000 0 0••0•• Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4218 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9144 J3 1 Jack -Open 33032 10 I 1 b1U s Jan ZSf ZU1511nnt: /.blU s Jan ;eV ZU1t ID:5Kil LnRySmuwvyJUnXjYzCyJwCz-26 2 4 ZX4 0 4-0 3-0-7 0-4-0 2-8-7 LOADING(psf) SPACING- 2-0-0 I CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.17 TCDL 15.0 Lumber DOL 1.33 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2010/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=219/0-8-0 (min. 0-1-8),2=92/0-1-8 (min. 0-1-8),3=16/0-1-8 (min. 0-1-8) Max Horzl=66(LC 4) Max Upliftl=-83(LC 4), 2=-66(LC 4) Max Gravl=318(LC 11), 2=92(LC 1), 3=218(LC 17) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-6=-274/418.4-5=-310/236,1-6=-271/390 Inc. Fri Nov 13 09:17:57 2015 Scale = 1:8.8 G DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.00 7 >999 360 MT20 244/190 Vert(TL) -0.01 3-7 >999 240 Horz(TL) -0.00 2 n/a n/a Weight: 9 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed duringurin Wss erection, in accordance with Stabilizer Installation guid . NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 1 and 66 Ib uplift atjoint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9 • • 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* • • 9 nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Memberend fixity model was used in the analysis and design ofthis truss. LOAD CASE(S) Standard 0000•• 0000 0000•• 0000• 0000•• 000 0000 0000•• 0000 000009 0000•• 0000•• 0900• 00.900 0 0• • 0000•• Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 103 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4218 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 J3A 4 Jack -Open t.blU 5 ID:SKill 2 2x4 = 8 Scale = 1:8.8 0-4-00_4 0—f _ 3-0-7 2-8-7 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer a per ANSI/TPI 1. LOADING(psf) SPACING- 2-0-0 T— CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL1.33 TC 0.17 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. • • Vert(LL) 0.01 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 nonconcurent with any other live loads. • • • BC 0.25 Vert(TL) 0.02 3-8 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010frP12007 Matrix -M) I Weight: 9 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. MiTegk recommends that Stabilizers and required cross bracing be installed 0*0000 durin truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=186/1-0-0 (min. 0-1-8),2=99/0-1-8 (min. 0-1-8),3=42/0-1-8 (min. 0-1-8) Max Horz 1=94(LC 4) Max Upliftl=-109(LC 4), 2=-101(LC 4), 3=-14(LC 4) Max Gravl=308(LC 11), 2=99(LC 1), 3=228(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-8=2901183 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=27ft; Cat. Il; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer a per ANSI/TPI 1. 3) Plates checked for a plus orminus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) oftruss to bearing plate at joint(s) 2, 3. • • • 6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 109 Ib uplift at joint 1, 101 Ib uplift at joint 2 and 14 lb upWt at joint S. 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. • • 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(, • nonconcurent with any other live loads. • • • 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •••••• LOAD CASES Standard 00000 0*0000 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. 36921 Special Inspector License No. 636 Job 9144 I Jack -Open 0 4 un:r.oiu s Jan za zuio r ID:5KilLnRySmuwvyJ 1-0-7 -- 1-0-7 4.00 i12 5 2 6 3 2x4 = 1-0-7 1-0-7 610s Scale = 1:5.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.07 Vert(LL) 0.00 6 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(TL) 0.00 6 n/r 120 BCLL 0.0 j Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.• Code FRC2010lrP12007 I Matrix -M) Weight: 3 l FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=112/0-8-4 (min. 0-1-8),2=0/0-1-8 (min. 0.1-8) Max Horz3=-525(LC 13), 2=525(LC 13) Max Uplifl3=93(LC 4) Max Grav3=250(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=107/265,2-5=-2581498 BOT CHORD 3-6=-525/321 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; 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) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2. 4) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 93 Ib uplift at joint 3. 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. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.• LOAD CASE(S) Standard o:.: Mahmou.nd 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. 36921 Special Inspector License No. 636 9144 F 4 F Run: /.btu s Jan zv zuia mint ID:5Kil LnRySmuwvyJ UnXjYzC 1-0-7 4.00 F12 5 2 2x4 = 1-0-7 1-0-7 LOADING(psf) SPACING -2-0 0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2010/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=112/0-8-4 (min. 0-1-8),2=01G-1-8 (min. 0-1-8) Max Horz3=-525(LC 13), 2=525(LC 13) Max UPIH1378(1_C 4) Max Grav3=250(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-5=62/265,2-5=-139/498 BOT CHORD 3-6=525/204 6 3 s Jan 29 DEFL. in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.00 6 n/r 180 MT20 244/190 Vert(TL) -0.00 6 n/r 120 Horz(TL) 0.00 n/a n/a Weight: 3 Ib FT = 0% Scale = 1:5.7 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-7 or; purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed L during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope) and C -C Exterior(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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 3. 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 Chon* • • nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysis and design ofthis truss. V LOAD CASE(S) Standard• 0000•• 0000 0000•• 0000•• 000.0 0000 0000•• 0000 0000•• 0000•• 0 • 0000• •• 0.00. • 0000•• 0 00 • Soso 0000•• 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. 36921 Special Inspector License No. 636 9144 iV2 I Valley 2 1 Job Reference (optional)__ nrr.0 TRI ISC COMPANY INC Princeton FL 33032 Run: 7.610 s Jan 292015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Nov 13 09:18:03 2015 Pa ID:5Kil Scale = 1:5.6 4.00112 2 4 3 2x4 NOTES - LOADING(psf)T SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.03 Vert(LL) n/a n/a 999 j MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 I Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight: 5 l FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard recommends that Stabilizers and required cross bracing be installed IF' MiTek truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (Ib/size) 1=61/2-0-0 (min. 0-1-8), 2=50/2-0-0 (min. 0-1-8), 3=11/2-0-0 (min. 0-1-8) Max Hoa 1=25(LC 4) 0000•• Max Uplift1=22(LC 4), 2=35(LC 4) 0000 Max Gravl=228(LC 12), 2=50(LC 1), 3=211(LC 13) 0 00 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0000 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for membersand forces & MWFRS forreactions 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) Gable requires continuous bottom chord bearing. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 1 and 35 Ib uplift atjoint 2. 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 arl other live loads. • 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis truss. • • 9 go* LOAD CASE(S) Standard 0000•• 0000 0000•• 0 00 0000• 0000 0• 0000 0000• .: 0 • w•• 0000•• 0000•• 0 0 000000 0000•• 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. 369: Special Inspector License No. 636 9144 V4 Valley Run:. II 4-0-0 N 4 3 2x4 % 2x4 ! 1 Scale = 1:8.7 LOADING(psf) I I SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 I Vert(TL) n/a n/a 999 iBCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2010/rP12007 Matrix) 2) Plates checked for a plus or minus 0 degree rotation about its center. i Weight: 12 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed igtrusserection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=163/4-0-0 (min. 0-1-8),3=163/4-0-0 (min. 0-1-8) Max Horz1=66(LC 4) Max Upliftl=-58(LC 4), 3=-80(LC 4) Max Gravl=274(LC 12), 3=274(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=27ft; Cat. Il; Exp C; Encl., GCpi=0.1 B; MWFRS (envelope) and C -C Exterior(2) zone;C-C for membe 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 1 and 80 Ib uplift at joint 3. 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 wits Zny o4er live loads. 6) "Semi-rigid pitchbreakswith fixed heels" Memberend fixity model was used in the analysis and design of this truss. 0000•• LOAD CASE(S) Standard 0000•• 0000•• 0000•• 0000•• 0000• 0000 0000• 0000•• 0000 0000•• 0000•• 0000•• 0000•• 0000•• 0 0000•• 0000•• 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. 36921 Special Inspector License No. 636 1.610 s Jan 29 2015 Print: 7.61 ID:5KiILnRySmuwvyJUnXjY 2x4 11 Scale = 1:11.6 2 4 3 2x4 ; 2x4 I i LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 I Plate Grip DOL 1.33 I TC 0.74 TCDL 15.0 Lumber DOL 1.33 BC 0.70 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FRC2010/TPI2007 j (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=254/5-8-0 (min. 0.1-8), 3=254/5-8-0 (min. 0-1-8) Max Horz1=103(LC 4) Max Upliftl =-91 (LC 4), 3=-125(LC 4) Max Gravl=316(LC 12), 3=316(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2081342 DEFL. in (loc) Vdefl Ud I PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 HOrz(TL) 0.00 n/a n/a 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 1 and 125 Ib uplift at joint 3. s • 5) 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. • Weight: 18 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, exceptendverticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss ere(Aion, in accordancewith Stabilizer Installation guide. _ NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=27ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for membe and forces S 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 1 and 125 Ib uplift at joint 3. s • 5) 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. • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard sees:• sees•• see• s•s••• sees•• e sees• sees• sees sees•• sees sees•• sees•• sees•• sees•• sees•• sees cess• Mahmound Zolfaghari, P.E. Consulting; Engineers 13901 S.W. 108 Ave. Miami, Flcrida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering Liccnsc No. 36921 Special Inspector License No. 636 STANDARD LATERAL WEB BRACING SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #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. LATERAL BRACING DETAIL ALT. LATERAL BRACING DETAIL TRUSSES ® 24" O.C. TYP. WITH i ® 6" NOTE: 10d ® 6" O.C. TYP. 7 T -BRACE SAME SIZE AND GRADE AS WEB. WEB (2x6 MAX.) WEB SECTION DEY-AML BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. 0000•• • 0000•• 0000•• 0000•• 0000• 0000•• 0000•• MINIMUM GRADE OF LUMBER TPI -2007 Mahmoud Zolfoghori-, 0.60 T.0 ...... SEE STRUCTURAL SHEET. 0000•• 13901 S.W. 108 Ave. • Miami, FL. 33176 B.0 ...... SEE STRUCTURAL SHEET. 7/7/94 0000•• 305-253-2428 11f 0000 P.E. No. 36921 0000•• 0000 0000•• 0000 0000•• • 0000•• 0000•• 0000•• 0000• 0000•• 0000•• MINIMUM GRADE OF LUMBER TPI -2007 Mahmoud Zolfoghori-, 0.60 T.0 ...... SEE STRUCTURAL SHEET. Revised: 13901 S.W. 108 Ave. • Miami, FL. 33176 B.0 ...... SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 11fWEBS ... SEE STRUCTURAL SHEET. 03/2012 P.E. No. 36921 LOADINGPLF L. D. STIR. INCR.: 33% DRAWN BY: G.L.H. T, C. 30 CHECKED BY: J.A.I. U v u 1IB. C. 0 10 SPACING: 24 INCH 0 C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT 12 1 c T r -r w STRAP @ 48" O.C. SEE NOTE (c) BELOW 3x5 SEE NOTE (o). SUPPORTING TRUSSES @ 2'—C" O.C. MAX. Dog NOTES: a)Provide continuous brocing on verticals over 6'-3". Connect brocing to verticols w/2 -8d nails and bracing must be tied to a fixed point at each end. b) Max. spacing for verticols studs On trusses with spons over 24'-0" the verticols should be spaced of 6'-0" o.c. max. c) Conn. for wind uplift w/ min. 1 1/ 42', 16 go. twist strop at 4'-0:' intervois wj4 10d nails each side of strap. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). VALLEY TRUSSES AT 2'-n'7 0 C MAX. OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING SHEETS. LOADING (PLF) T. C. 30 B.C. 0 1C SPACING: 24 INCH 0/C. FBC-2010 STR. INCR : 33% DRAWN BY: CHECKED BY: REP. STRESS: YES DECO TRUSS COMPANY 13980 S.W. 252 ST. PRINCETON, FL. 33032 00 • 9 Note: Plywl7Rd:SheothiM*may:• extended •beldw voII:V.tr"sses. Provide o:enjno for'strops too**::. connect tb'0tt1j'sses below. 00 999.0 0000 0001 99900. 0000. 0000.. 0000.. Mohmcud Zolfoohori 13901 S.W. 108 Ave. Miomi, FL. 33176 305-253-2428 P.E. No. 36921 TRUSS COMPANY] INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 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 (LUR) 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 (UR) HURRICANE CLIP 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE 3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP & BOTTOM. 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP NOTE • Refer to attached Miami -Dade County Product an&OHloricU. • Approvals for nailing and proper use of hands: sees 0000 • 0 . :0000. 0000 00000 Hanger/ Strap I.D. Number State of Florida or Miami-Dadig County ' Approval Number:"": • ... • HJC26 & HJC28 Miami -Dade Approval Number : 11-0510.01 SKH26 UR Miami -Dade Approval Number 11-0510.01' RT8A — Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 0000.. 0000.. 000000 00.00 00000 0*09: 000... 000000 HNC — Designed to support 1 ply hip and jack truss/rafters. Contact USP when using 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 Codes: Load values are derived from data submitted to various North American building code evaluators. Installation: Use all specified fasteners. See Product Notes, page 10. Typical HJC/HTHJ installation top view 45° 1 l \ 45° 45° ` Typical HJC/HTHJ installation Typical HHC installation top view H 101/2 31/4„ HJHC 45°!.....r- 450 i Typical HJHC installation top view 5 71g ;tib, ,5 HTHJ 0000 • 0000•• 0004 1) Factored uplift resistances have been increased 15% for short-term loads such as wind and earthquake: reduce for other load durations in accordaWL"AtR Rlgcode. . • • • • • 2) Loadinq published for total load of hip I jack connection. • • • • • • • 3) Minimum nail embedment shall be 8 nail diameters (No). • • 4) NAILS: 10d nails are 0.148"dia. x 3" long. 16d nails are 0.162" dia. x 3.1/2" Iona. • • • • • • HJC Specialty Options Chart Option Hip Truss Skew Range 30' to 60' Factored Fastener Schedule 3.4 100% of table value Resistance Factored Resistance' Add SK, angle of hip Ordering required, to product number. Ex. HJC26-SK55 Carrying Member Carried Member DF -L (Lbs) DF -L (kN) S -P -F S -P -F (kN) USP Steel H per Hip per Jack Vertica Uplift' ertica Uplift' Vertica Uplift' Vertica Uplift' Description Stock No. Ref. No. Gauge in) Qty T pe T pe T pe 100°k 115°/ 100% 115% 100°/ I 115% 100% I 115% i LTHJA26, 5740 3070 25.53 13.66 4075 2180 j 18.13 j 9." 2 x 6 right / left HJC26 THJA261 121 5-3/8 16 16d 5 10dI 7 10d I I 1THJU26 1 • 2 x 8 right /left HJC28 12 7-118 20 16d 6 10d 8 10d 5740 1 3070 25.53 13.66 4075 180 18.13 9.70 2 z 6terminal HHC26 TTFWHA26 ' 12 ' 5.7/16 20 16d 5 10d 4235 2075 18.84 9.23 3660j18116.28 C.V2x8terminalHHC28127-3/16 24 16d 6 10d 5085 2490 22.62 11.08 4319.53 9.682x6terminalHJHC26125-7/16 20 16d 5 10d 2 10d 4235 2075 1884 ! 9.23 3660 16.28 8. 2 x 8terminal HJHC28 1 12 7-3/16 24 16d 6 tOd 2 10J 5085 2490 122.62 ' 11.06 4390 i 19.53 9!682x6terminalIHTHJ26-18 18 I 5 16 16d 7 16d 5 16d 4375 - 1125 19.46 i 5.00 3105•1 13.61 3.56 0000 • 0000•• 0004 1) Factored uplift resistances have been increased 15% for short-term loads such as wind and earthquake: reduce for other load durations in accordaWL"AtR Rlgcode. . • • • • • 2) Loadinq published for total load of hip I jack connection. • • • • • • • 3) Minimum nail embedment shall be 8 nail diameters (No). • • 4) NAILS: 10d nails are 0.148"dia. x 3" long. 16d nails are 0.162" dia. x 3.1/2" Iona. • • • • • • HJC Specialty Options Chart ecce• • ecce• i Specify angle \j 60° max) 31/4- 8" max. width--/ Typical HJC (skewed) installation HJC (skewed) with alternate skew angle top view 1-800-328-5934 • www.USPconnectors.com USP2240-131 Option Hip Truss Skew Range 30' to 60' Factored 100% of table value Resistance Add SK, angle of hip Ordering required, to product number. Ex. HJC26-SK55 ecce• • ecce• i Specify angle \j 60° max) 31/4- 8" max. width--/ Typical HJC (skewed) installation HJC (skewed) with alternate skew angle top view 1-800-328-5934 • www.USPconnectors.com USP2240-131 HJC HIP/JACK ALLOWABLE LOADS STOCK STEEL DIMENSIONS (inches) FASTENER SCHEDULE t' 5SP ALLOWA73ECLOA6$(Ibs) as • • Carried Trusses STOCK NUMBER STEEL GAGE W NUMBER GAGE W H D Carrying Truss Jack kip Download • 2 Qty Type CDC 1-0 Co =1.15 Cc =1.25 Cc =1.6 LICENSE NO. 70432 ON I Type Oty Qty Type Ce =1.0 Co =1. 5 3046 Co 16 HJC26 12 6 5'% 3'/,, 16 16d Common 7 5 10d Common 2090 2090 2090 2005 HJC28 12 6 7'/ 3'/4 20 16d Common 8 6 10d Common 3220 3705 3985 2010 A 10d Common Nail is a nail with a diameter of0.148" and length of 311. A 16d Common Nail is a nail with adiameterof 0.162" and a length of3'/='. Loads have been increased as shown in accordanoe with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading, No further increase is permitted. 3The lumber species is Southam Pine The published load is for the total of the hip at 45 degrees and jack at 90 degrees combined. The minimum header thickness shall be 2 inches for the 16d common nails. JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS W D HJC UNITED STEEL PRODUCTS COMPANY DIMENSIONS (inches) FASTENER SCHEDULE' Y SP ALLOWABLE LOADS (lbs.) 4 STOCK NUMBER STEEL GAGE W H D A Header Joist Downloads Upiift"5 Qty Type Qty Type CDC 1-0 Co =1.15 Cc =1.25 Cc =1.6 LICENSE NO. 70432 SHEET: SHEET: DRAWING NO.: OF 2 JUS24 18 00 0046 0 131, 1 4 10d Common 2 1 Cd Common 710 815 890 NIA JUS26 JUS28 1s 18 191% 19/16 4'3/,s 65/6 1% 13/, W D HJC A 10d Common nails is 3 inches long and 0.148 inches in diameter 27he 10d Common Nails nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading, No further increase is permitted. The lumber species is Southern Pine 5Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS TYPICAL HJC INSTALLATION UNITED STEEL PRODUCTS COMPANY DIMENSIONS (inches) FASTENER SCHEDULE' Y SP ALLOWABLE LOADS (lbs.) 4 STOCK NUMBER STEEL GAGE W H D A Header Joist Downloads Upiift"5 Qty Type Qty Type CDC 1-0 Co =1.15 Cc =1.25 Cc =1.6 LICENSE NO. 70432 SHEET: SHEET: DRAWING NO.: OF 2 JUS24 18 191' V, 3'/s 131, 1 4 10d Common 2 1 Cd Common 710 815 890 NIA JUS26 JUS28 1s 18 191% 19/16 4'3/,s 65/6 1% 13/, 1 1 4 10d Common 6 10d Common 4 4 10d Common 925 10d Common 1170 1065 1350 1080 1040 1465 1160 JUS210 1 18 1 19/ 73/, 13/4 1 8 10d Common 4 10d Common 1420 1635 1700 1115 A 10d Common nails is 3 inches long and 0.148 inches in diameter 27he 10d Common Nails nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading, No further increase is permitted. The lumber species is Southern Pine 5Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS TYPICAL HJC INSTALLATION UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS HJC JUS DATE: STEVEN A. BREKKE 7 3/28/2011 PROFESSIONAL ENGINEER LICENSE NO. 70432 SHEET: SHEET: DRAWING NO.: OF 2 MD-HJC-JUS SKH — Standard 45° skew hanger allows for a 40° to 50° skew range, without hanger modification. SKHH — For heavier applications. Materials: 14 or 16 gauge Finish: G90 galvanizing; SKH26UR-GC & SKH210L/R-GC — Gold Coat Options: SKH26L/R, SKH28UR, SKH210L/R, SKH210L/R-2, SKHH210UR-2, SKHH210L/R-21F, SKHH410L/R, SKHH410L/RIF, SKHH414L/RIF, SKHH46L/R & SKHH46L/RIF are available in Triple Zinc. To order, add TZ to stock number, as in SKH26L-TZ. SKH26UR & SKH21OL/R are available in Stainless Steel. To order, add SS to stock number, as in SKH26L-SS. Codes: ESR -3446, FL13285, LA City RR 25971 Installation: Use all specified fasteners. See Product Notes, page 11. The hangers listed are for standard sizes and will accommodate a 40° to 50° skew range. Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. Illustrations show left and right skews. (SKH_L = skewed left; SKH_R = skewed right) For I -Joist installations, web stiffeners are required. Refer to illustration for staggered I -Joist application for double 2-, 25/16-, and 21/2"" models. For double I -Joist installations, web stiffeners between I -Joists are required. Right skewV ; " Left skew Drive nails at angle SKH26R Right skew AVAILABLE IN COAT 1) Uplift loads have been increased 60% for wind and seismic loads, no further increase shall be permitted. 2) Minimum nail embedment shall be 1-1/2" for 10d nails and 1-5/8" for 16d and N16C-GC nails. 3) NAILS: 10d x 1-1/2 and N10 -GC nails are 0.148" dia. x 1-112" lonq, 10d nails are 0.148- dia. x 3- long, 16d and N1 6C -GC nails are 0.162- dia. x 3.1/2- lonq. New products or updated product information are designated in red font. continued on next page 1-800-328-5934 • www.USPconnectors.com Dimensions (in) Fastener Schedulez' Allowable Loads (Lbs.) Header Joist DF -L I SP S -P -F Floor Roof Uplift' Floorl Roof Uplift' USP Steel Code Beam I Joist Size Stock No. Ref. No. Gauge W H D illy Type l]ty Type 100°k 115 % 125% 160% 100%1115%1125%1160%, Ref. 2x 4 SKH24L/R SURIL24 16 1-9116 1 3-1/4 1-7/8 4 1 16d 4 10d x 1-112 510 1 510 1 510 565 475 1 510 1 510 0 465 • 2x6-8 SKH26UR SURA -26 16 1-9116 5114 1-7/8 6 16d 6 10dx 1-1/2 830 890 890 1089, -71.5 X820 890 - 966 SKH26UR-GC 6 N16C-GC 6 N10 -GC 2x 8 -10 -12 SKH28L/R 16 1-9116 7-1/4 1-7/8 10 16d 8 10d x 1-1/2 1380 1465 1465 1310 119JI 1370 146fo •1474 • 2 x 10 -12 -14 SKH210LIR SURIL210, SURIL214 16 1-9/16 9-1/4 1-7/8 14 16d 10 10d x 1-112 1790 1790 1790 t • 1 3alr :790 1790 1344 SKH21OUR-GC 14 N16C-GC 10 N10 -GC 13/4x91/4-14 SKH172OL/R SUR/1-1.8119 16 1-13/16 9-118 1-7/8 14 10d 10 10dx1-1/2 1625 1870 2030 1565 44MO0 4610 17 1x1 • 1-3/4x11.1/4-18 SKH1724L/R SURILI'81/11, 16 1-13116 11-118 1-7/8 16 10d 10 10dx1-1/2 1855 2135 2320 1565 16x0 1840 2 1345 SUR/1-1.81/14 2 - 2-1/8x 9-1/4 -14 SKH2O2OUR SUR/1_2.06/9' 16 2-1/8 9 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 r1460 1610 1750 1345 • SUR/L2.1/9 2-2-1/8x11-1/4-18 SKH2O24L/R SUR/L2.06/11, 16 2-1/8 11 1-7/8 16 10d 10 10dx1-1/2 1855 2135 2320 156 Vj V40 2000 1345 6' SUR/L2.1/11 2-114 - 2-5/16 x SKH2320L/R SUR/L2.37/9 16 2-3/8 6-7/8 1-7/8 14 10d 10 10d x 1-112 1625 1870 2030 156 11V 1:10 1750 1345 R119-114-14 2-1/4 - 2-5/16 x SKH2324L/R SUR/L2.37111, 16 2-3/8 10-7/8 1-718 16 10d 10 10d x 1-112 1855 2135 2320 1565 1600 1640 2000 itV: • 11-1/4-18 SURIL2.37/14 3x6-8 SKH36UR 16 2-9/16 4-3/4 1-318 6 16d 6 10d x 1-1/2 830 950 1 1025 1085 715 820 895 960 3x 8-10-12 SKH38L/R 16 2.9116 6-3/4 1-3/8 10 16d 8 10dx 1-1/2 1380 1585 15851 1360 1190 1370 14901 1170 3x10-12-14 SKH310UR 16 2-9/16 8-3/4 1-3/8 14 16d 10 10dx1-1/2 1930 2220 2250 1565 1665 1915 2085 1345 3x12-14-16 SKH312UR 16 2-9116 10-314 1-3/8 16 16d 10 1 10dx1-1/2 2210 2500 2500 15651 1905 2190 2380 1345 2-1/2x9-114-14 SKH252OLIR SUR/L2.56/9 16 2-9116 8-518 1-7/8 14 10d 10 10dx1-112 1625 1870 2030 1565 1400 1610 1750 1345 2-1/2x11-114-16 SKH2524L/R SUR/L2.56/11, 16 2-9/16 10-3/4 1-7/8 16 10d 10 10dx1-1/2 1855 2135 2320 1565 1600 1840 2000 1345SUR1L2.56/14 2-5/8 x 9114 -14 SKH2620L/R 16 2-11/16 8-11116 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 1400 1610 1750 1345 2-5/8 x 11-1/4 -16 SKH2624L/R 16 1 2-11/16 1011/16 1-7/8 16 10d 10 10d x 1-112 1 1855 2135 2320 1565 1600 1840 2000 1345 1) Uplift loads have been increased 60% for wind and seismic loads, no further increase shall be permitted. 2) Minimum nail embedment shall be 1-1/2" for 10d nails and 1-5/8" for 16d and N16C-GC nails. 3) NAILS: 10d x 1-1/2 and N10 -GC nails are 0.148" dia. x 1-112" lonq, 10d nails are 0.148- dia. x 3- long, 16d and N1 6C -GC nails are 0.162- dia. x 3.1/2- lonq. New products or updated product information are designated in red font. continued on next page 1-800-328-5934 • www.USPconnectors.com SKH210L SKH21OR r I H WAD SKHH210L Typical SKH26L installation Left skew OUSP m Typical SKH252OR-2 staggered 1 -Joist installation Right skew iq H v I I r { D i SKH2520R-2 1) Uplift loads have been increased 609/6 for wind and seismic loads; no further increase shall be permitted. 2) Minimum nail embedment shall be 1-112- for 10d nails and 1-5/8" for 16d nails. 3) NAILS: 10d nails are 0.148- dia. x 3' lonq, 16d nails are 0.162" dia. x 31/2- long, 16d x 2-1/2 nails 0.162' dia. x 2-112- long. Miter cut required on end of joist to achieve design loads. New products or updated product information are designated in red font. 1-800-328-5934 •, www.USPconnectors.com USP2241-131 Dimensions (in) Fastener Schedule"' Allowable Loads (Lbs.) Header Joist DF -L I SP S•P•F USP SteelFloor T Roof Uplift' Floor Roof Uplift' Code Beam I Joist Size Stock No. Ref. No. Gauge W H D Qty Type qty Type 1001/61115%1125%1160% 100%1115%1125%1160-/. Ref. 2 2x 6 - 8 SKH26L/R-2 ' SURIL26-2 16 3-1116 4-1/2 1-3/8 6 16d 6 ' 10d 1 830 1 950 10351 11151 715 820895 960 6, 2) 2x 8- 10 -12 SKH28LIR-2 ' 16 3-1/16 6-112 1-3/8 10 16d t 8 10d 1380 1585 1725 1360 1190 1370 1490 1170 F30, 2 2x10-12-14 SKH21OUR-2 * SURIL210-2 16 3-1/16 8-1/2 1-318 , 14 16d 10) 10d 1930 2220 2415 1565 1665 1915 2085 1345 Rtt 2) 2 x 12 -14 -16 SKH212UR-2 ' SURIL214-2 16 3-1/16 10-112 1-318 16 16d 10 10d 2210 2540 2760 1565 1905 2190 2380 1345 130 3-1/2x8-14 SKH41OLIR ' SUR/1-410 14 3-9116 8-12 2-112 16 16d I 10 16d 2255 2540 2540 1565 1935 2225 2420 1345 3-12x 12 -18 SKH414UR ' SUR/L414 14 3-9/16 12-12 2-112 22 16d 10 16d 3100 3565 3880 1565 2660 3060 3330 1345 4x6-8 SKH46UR ` SUR146 14 1 3-9/16 4-3/4 2-12 110 16d 6 16d 1410 1590 1590 1355 12101 1390 ( 15151 1160 4x 10.12 -14 SKH41OUR * SUR/1-410 14 3-9/16 8-12 2-12 16 16d 10 16d 2255 2540 2540 1565 1935 2225 2420 1345 4x 14-16- 18 SKH414UR ' SURIL414 14 3-9/16 ; 12-112 2-12 22 16d 10 16d 3100 3565 3880 1565 2660 306013330 1345 2) 2 - 2-1/8 x HSUR/L4.12/9, SKH2O20UR-2 ' 14 43/16 I 9 114 3112 14 10d 10 10d 1665 1915 2085 1905 1440 1660 _•1805 •1645 9-1/4-14 HSURIL4.2819 HSUR/L4.12/11, 4 2) 2 - 2-1/8x SKH2O24UR-2 ' HSURIL4.12/14, ( 14 4-3/16 11-114 3-1/2 16 10d 10 10d 1905 2190 1380 19D5, 1650 tts9 ;•1645 6' 11-1/4-18 jHSUR/L4.12116, I F HSUR/L4.28/11 ! R11 2 2-5/16 x 9-1/4 - 14 SKH2320UR-2 ' HSUR/L4.75/9 ( 14 ) 4-7/8 I 9-114 3-112 14 1 10d 10 10d 1665 1915 X196! 0% 1440! 1660 1805 1645 HSURIL4.75/11, 2) 2-5/16x SKH2324LIR-2' HSUf2/L4.75/14, 14 4718 11-114 3112 16 10d 10 10d 1905 2190 2380 19Q51650 1895`ZOb 645 11-114-16 111 i• • HSUR1L4.75/16 i 2) 2-1/2x 9-114-14 SKH252OLIR-2 ' HSUR/L5.12/9 14 5-1/8 9-1/4 3-1/2 14 10d 10 10d 1665 1915 2A 0 1440 16 486, 6645 HSUR/L5.12/11, 2) 2-1/2 x 11-1/4 -16 j SKH2524UR-2 ') HSUR/L5.12/14, 14 5.1/8 11-114 3-1/2 16 10d 10 10d 1905 2190 W ice` 1650 1895 2090 1645 0 HSUR/L5.12/16 E • 1 6 - 8 SKHH26UR 14 1-518 5-1/8 3-1/4 18 16d 12 10d x 1-12 1 1510 1740 1 9 2190 (1305 1506 16 5 f900lx 2 x 8 -10 -12 SKHH28L R 14 1-5/8 7 3-1/4 26 16d 16 10dx 1-1/2 . 2185 2510 2 Q 20. 1890 21 2360 2535 2x 10- 12 -14 SKHH21OUR 14 1-5/8 9 4-1/4 34 16d 20 10d x 1-1/2 ; 2855 3285 3570 3651 2470 281 70 i SKHH26UR-2 HSURA26-2 14 3-1/16 5-1/4 2 12 16d 4 16d x 2-1/2 1 1680 1930 2100 895 1450 1671 181567752) 2 x6 - 8 SKHH26UR-2]F HSUR/LC26-2 14 31/16 5-1/4 2 12 16d 4 16dx2-1/2 1680 1930 2100 895 1450 1670 1815 775 SKHH210L/R-2 HSUR/L210-2, - 14 31/16 8-1/2 2 20 16d 6 16d x 2-1/2 2800 3220 3500 1345 2420 2785 3025 11602) 2 x 10 -12 -14 HSUR/L214-2 130 SKHH210L/R-21F HSUR/LC210-2 14 31116 8-1/2 2 20 16d 1 6 16dx2-1/2 2800 3220 3500 1345 2420 2785 3025 1160 SKHH46UR HSUPJL46 14 39/16 5 1/4 2-112 12 16d 6 16d 1680 1930 2100 1345 1450 1670 1815 1160 4x6-8 SKHH46URIF HSURILC46 14 39/16. 5-1/4 2-112 12 16d 6 16d 1680 1930 2100 1345 1450 1670 1815 1160 SKHH41OLIR HSURIL410 14 39/16 8-12 2- 12N26 16d 10 16d 2800 3220 3500 2240 2420 2785 3025 1935 4 z 10 -12 -14 SKHH410URIF HSUR/LC410 14 39/16 8-1/2 2-12 16d 10 16d 2800 3220 3500 2240 2420 2785 3025; 19351- I SKHH414L/R HSURIL414 14 39/16 12-12 2-12 16d 10 1(d 3640 4185 4550 2240 3145 3620 3935' 1935 4 x 14-16-18 SKHH414L/RIF HSUR/LC414 14 139/16 - 12-12 2112 16d 10 16d 3640 4185 45501 2240 3145 3620 3935. 1935. 1) Uplift loads have been increased 609/6 for wind and seismic loads; no further increase shall be permitted. 2) Minimum nail embedment shall be 1-112- for 10d nails and 1-5/8" for 16d nails. 3) NAILS: 10d nails are 0.148- dia. x 3' lonq, 16d nails are 0.162" dia. x 31/2- long, 16d x 2-1/2 nails 0.162' dia. x 2-112- long. Miter cut required on end of joist to achieve design loads. New products or updated product information are designated in red font. 1-800-328-5934 •, www.USPconnectors.com USP2241-131 0:0 SKH SKEWED HANGER ALLOWABLE LOADS STOCK NUMBER STEEL GAGE DIMENSIONS inches FASTENER SCHEDULE SPALLOWABL•E'L AD ' s W H D Header Joist Download2 • • • eai 2 • Face Type City Type Co =1.0 Co 01.15 Cd=1.26 Co =1.gSKH26VR161 / 5'! 1/ 6 16d Common 6 10dxl-1/2 895 1030 1 1120 870 A 10dxl-1/7' Common nails is 1'/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3112 inches long. Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind orseismic loading. No further increase is permitted. The lumber species is Southern Pine JL JOIST HANGER ALLOWABLE LOADS SKH SKH26R INSTALLATION TOP VIEW STOCK STEEL DIMENSIONS (inches) 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 8003285934 FASTENER SCHEDULE' NAME: FACE MOUNT HANGERS ALLOWABLE LOADS (Ibs) 3 DATE: NUMBER GAGE 3/2 812 01 1 PROFESSIONAL ENGINEER j, Header Joist SHEET: Download Uplift 2•1 MD-SKH-JL W H D Qty Type Oty Type CD= 1-0 1.15 CD =125 CD - 1.6 JL24 20 19/1 3 11/ 4 10d Common 2 10dx1'/ 490 65 615 WA JL26 20 19/ 4, 11/ 6 10d Common 4 10dxl'/ 740 850 1415 925 700 JL28 20 1B/ N/ 11/ 10 10d Common 6 lodx1'/ 1230 1515 940JL210 V_ er. I n..., 20 19! 8'/ 11/ 14 10d Common 8 10dx1'/ 1720 1960 2070 1170 A 10d Common nail is 3 inches lona and 0.148 inches in diameter A 10dxl'/2nail is 1'/2 inches long and 0.148 inches in diameter 2Loads have been increased as shown in accordance with code. 150A and 25% for snow and construction bads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. The lumber species is Southern Pine Uplift loads for connectors fisted as N/A had an uplift capacity less than the required 700 pounds. TYPICAL JL INSTALLA11oN JL Ageopm" NO if V. 1tEn111ii1 Irl OilllCt UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 8003285934 fvA, %" NAME: FACE MOUNT HANGERS SKH JL DATE: STEVEN A. BREKKE 3/2 812 01 1 PROFESSIONAL ENGINEER j, LICENSE NO. 70432 SHEET: DRAWING NO.: 2 OF 2 MD-SKH-JL 0a VJ I - 184 Truss & Rafter HC520 / HCPRS / HHCP / LFTA6 I RT Rafter Ties These anchors tie trusses and rafters to top 1-7/16',,_ plates and may be used to tie wood framing 1-9/16" members to resist uplift and lateral forces. 13-1/2" 2-5/8-1 Materials: See chart f i4-7/8" 4 Finish: G90 galvanizing; 6-1;2.. HHCP4-TZ — G-185 galvanizing. 0 0 Options: See chart for Corrosion Finish Options Codes: See page 11 for Code Reference x 0 000" Chart IRC 802.10.5. 113C 2308.10.1 1-7116" 7 00 0 KO 0 RT3A RT6 4-16/16" 7-13/16" RT8A RT16AR HC520 1-9116" fl -3/84 5-1/4" A' i2-15/16"'! I EE RT7 A 13-1/16' 10-3/4" RT10 6-1/2" A 3-1/8" 3-1/2'. 6-1/2" 9 RT16-2 AVAILABLE IN, COAT I HCPRS 2" Pb- 1-7/8" RT4 r -A 4" 6-1/2"1 ir 2-7/16" 1-112" RT7A RT15 HHCP2 1^1 It0; USP" STRUCTURAL CONNECTORS M iffe k A! 3-3/4" p 5-1/4- 2-7/8'. RT5 1-9/16' J 13-15/16'j 6-7/16" 2 1/2" RWAT 6-5/8" A 8-318" 1 6-1/2" 2-114" LFTA6 RT16he, : 5" - A A 1-9/16" 0 0 13-1/2" 2-5/8-1 0 0 0 0 f i4-7/8" 4 6-1;2.. 4 0 06-5/8" A 8-318" 1 6-1/2" 2-114" LFTA6 RT16he, : 00 66* 0000.. 0 0000000 0 0 0 0 0 0 0 f i4-7/8" 4 0 0 0 4i6x 0 000" 0 00000 3" 7 00 0 KO 0 00 0 R0 0*00*0 0 0HHCH-tif- 0 2-1/4" X.- 4 -1/4'l i P 21-1/8" RT20 Continued on next page Truss & Rafter HC520 / HCPRS / HHCP / LFTA6 / RT Rafter Ties Installation: Use all specified fasteners. See Product Notes, page 17. All nail holes must be filled with specified nails to achieve loads listed 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. USP STRUCTURAL CONNECTORS MiTek lisp Steel Truss/Rafter Fastener.Schedule"' Plate Stud DF/SP I s7p-F Allowable Loads (Lbs:), Allowable Loads (Lbs.)1 Lateral Uplift!with Late!at ` Uplift with . cUpliftUplifto P1 8d x 1-1/2" F1 F2 8d x1 'Ir .ra Code Stoc flo.. Ref. No. Gauge Type T T 160% 160% 160% i 160% 160% 160%> 160% 1G0% viLL Ref. RT3A H3 18 4 8d 4 8d 610 •.190 190 610, 525 160 160 525 RT4 H4 18 4" 8d 4 8d .. 410 215 215, 410 345 180 180 345 10, RT5 H5 18 4 8d 4 8d 540 265 265 540 450 225 225 450 R8, RT5' HS24 18 8 10d xt-1/2- 6 10d)c 1-1/2 665 800 800 i 665 560 670 670 ' 560 F5 RT7 18 5 8d 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 x1-1/2 5 8d x 1-1/2 555 210 210 555. 465 180 180 465 130 TBA H8 18 5 10d x 1-1/2 5 10d,x 1-1/2 775 215' 215: ` 775 650 180 180 650 RT10 H2, 1-12A 18 6 8d 8 8d 6 8d 585 195 195 585 495 160 160 495 10, RT15 111 18 5 8d x ]-1/2 5, 86 530 500 340 530 ' 445 285, 410 • 445. `' , R8, RT16A H14A 18 9 10d x 1-1/2 8 10d 1380 800 , 645' 1380 1160 670 545 1160 F5 RT16AR H10AR 18 9 10d x1-1/2 8 too 1380 , 800 645 1380 1160 670 545 1160 130 RT16-2 1110-2 18 8 8d. 8. 8d 1160 655, 415 1160 975 550`; 345 975 10, R8, HHCP2 HCP2 18 10 10d x 1-1/2 10 10d x 1-1/2 800 370 1 -- -- 800 670 310 -- -- 670 F5 HHCP4-TZ HCP4Z 16 8 10d 8 10d 1100 410 -- -- 920 345 130 HC520 . GBC .; 18 11 8d._, 6 8d 515 470. '430 515 445 405• 370 445 L1 HCPRS 18 5 8d 6 8d x 1-1/2 540 500W' 340 540 " . 455 375 285 455 10, R8, F5 LFTA6 2: H6 16r 8 Sd 8 8d', r" 1210 700 90, 1210 1015 1015` 14, R9, F7 RT20 16 9 10d x 1-1/2 4 1 10d 9 10d x 1-1/2 1200 ' r-- .— -- 1200 1005 1005 10, R8, F5 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. Corrosion Finish 2) LFTA6: Toachieve F1 lateral loads, three nailsmust be installed on each side on the straplocated closest to the bend line. Stainless Steel M Gold CoatLateralF1andF2loaddirectionsdonotapplytorooftruss -to -topplate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 10d common nails may be substituted for 10d x 1-1/2 nails. ilk HDG Triple Zinc 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, 10d x 1-1/2" 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 blue font. 4 CrnN fio ma J' Uplift) F • • •••ai•; •••••• Fl 77 g ~} )i; ,fir ; . ...... li f T ` .t" ••••• r F2 i • • • • • N Typical RT3A Typical RM Typical RT5 Typical RT69 • • • • TMr.W PJ7 • • • • : • installation installation installation installation • • • • installation • • fiE k A. HYN 6 i F t a Uplift Ft; • jy66 jj4_" 1 y ZY Typical RT7A Typical RWAT Typical MA Typical RT10 Typical RT15 installation installation installation installation installation Continued on next page 185 Yl 0 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: See chart Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS28-GC, JUS210-GC, JUS26-2GC & JUS210-2GC — Gold Coat Options: HUS26, HUS28, HUS210, HUS28-2117, HUS210-21F, JUS24, JUS26, JUS24-2, JUS26-2, JUS28, JUS28-2, JUS210, JUS36, JUS210-2, JUS44, JUS46, JUS48, JUS410, JUS28-3 and JUS210-3 are available in Triple Zinc. To order, add TZ to stock number, as in JUS24-TZ. HUS212-2, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, and JUS210-3 are available in Stainless Steel. To order, add SS to stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: Load values are derived from data submitted to various North American building code evaluators. Installation: Use all specified fasteners. See Product Notes, page 10. Joist nails must be driven at a 30° to 45° 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 (9 gauge x 31/4") may be used where 10d commons are specified with no load reduction. Double shear nail uo-y features fewer nails and faster installation HUS Specialty Options Chart — refer to Specialty Options pages 210 to 211 for additional details. Option Inverted Flange A Not available inRangewidthslessthan2-114". 100% of table value. Factored 65% of table value when Resistance nailing into the support members end grain. 1 F H Add IF Ordering to product number. to 45° Ex. HU 101F 5 — length nails Typical HUS4101F inverted flange installation AVAILABLE IN n COAT CUSP Typical JUS46 installation JUS28 A Hf3 0000.. 1 F HDimple allows 0000.. to 45° C nailing i i• 0000 JUS28 1-800-328-5434 • www.USPconnectors.com USP2240-131 0000. 0000• 0.0• 0000• 0000• 0000•• 0 0000• • 0000.. 0000.. j, 0000 00.000 i• 0000 0000 W k 0000•• A' ai 0 • i , Typical HUS46 HUS28-2 installation 1-800-328-5434 • www.USPconnectors.com USP2240-131 0000. 0000• 0.0• 0000• 0000• 0000•• 0 0000• • Joist Sae USP Stock No. Ref. No. Steel Gauge W Dimensions (in) H D A Fastener Schedule"" Header Joist Qty Type IQty Type Factored Resistance DF-L (Lbs) j DF-L (W) I S-P-F (Lbs) I S-P-F (kN) Vertical Uplift' I Vertical Uplift' I Verticall Uplift' I Vertical Uplift' 100% 115% 100% 115% 1 100% 115% 1 100% 115% JL24 I LU24, LU24L 20 1 1-9/16 3 1 1.1/2 15/16 4 1 10d 1 2 1 10d x 1-12 970 460 4.31 2.05 689 327 1 3.06 1.45 ST24 22 1-9/16 3-1/4 1-7/8 1-1/4 4 10d x 1-1/2 3 8d x 1-12 670 370 2.98 1.65 670 370 2.98 1.65 JL241F-TZ 18 1-9/16 3.1/8 1-1/2 -- 4 ° 1O HDG 2 10d x 1-12 HDG 670 380 2.98 1.69 475 270 2.11 1.20 2 x 4 JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 1595 960 7.10 4.27 1132 682 5.04 ; 3.03 JUS24-GC 18 1-9/16 3-1/8 ` 1-3/4 1 4 j NtOC-GC 2 N10C-GC 1595 960 7.10 4.27 1132 682 5.04 3.03 SUH24 U24 16 1 1-9/16 3-1/4 2 1-3/16 4 ; 10d 2 10d x 1-12 1390 795 6.18 3.54 985 565 4.38 2.51 HD26 HU26 14 1-9/16, 3-1/2 2 1-1/8 4 1 16d 2 10d x 1112 j 1975 545 8.79 2.42 1402 387 6.24 1.72 JL26 LU26, LU26L 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-12 1430 915 6.36 4.07 1015 650 4.52 2.89 ST26 22 1-9/16 5 1-7/8 1-1/4 6 10d x 1-1/2 5 8d x 1-12 1000 620 4.45 2.76 1000 ' 620 4.45 2.76 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1 1-1/2 -- 6 10d HDG 4 tOd x 1-112 HDG 1000 755 4.45 3.36 ! 710 535 3.16 2.38 JUS26 LUS26 18 1-9/16 413/16 ` 1-3/4 1 "_ 4 j 10d 4 tOd 2855 2100 12.70 9.34 X2027 ( 1491 9.02 6.63 2x6 JUS26-GC 18 1-9/16; 413/16, 1-3/4 1 4 I N1DC-GC 4 N10C-GC 2855 2100 12.70 9.34 2027 1491 9.02. 6.63 I MUS26 MUS26 18 1-9/16 5-1/16 2 } 1 6-[ 10d 6 t 10d 3245 1625 14.44 7.23 2305 1155 10.25 5.14 SUH26 U26 16 11-9/16 5-1/8 1 2 I1-3/166 ' 10d 4 10d x 1-12 2345 1505E 10.43 6.69 ; 1665 ' 1070 ' 7.41 1 4.76 HUS26 HUS26 16 1-5/8 ; 5-7/16- 6 3 2 14 16d 6 16d 5480 3625 24.38 16.13 ! 3891 1 2574 17.31 ! 11.45 j HD 26 HU26 14 1-9/16 3-1/2 2 0 1-1/8 4 1 16d '71 2 10d x 11/2 1975 545 I 8.79 1 2.42 1402: 387 1 6.24 1.72 HD28 HU28 14 1-9/161S1/4 2 1 1-1/8 8 16d 4 tOd x 11/2 1 2720555 12.10 6.92 ° 1931 ; 1104 8.59.4.91 JL26 LU26, LU26L 20 1-9116 43/4 1-1/2 15/16 6 1 10d j 4 10d x 1-12 1430 1 915 6.36 4.07 1 1015 ' 650 4.52 1 2.89 JL28 LU28 20 1-9/16 6-3/8 1-1/2 15116 10 10d 6 10dx1-12 2120 1665 9.43 7.41 1505) 1182 6.69 1 5.26 ST26 22 1-9/161 5 ! 1-7/11-1/4 6 '10dx 1-1/2 5 8d x 1-1/2 1000 620 4.45 2.76 1000 620 4.45 2.76 ST28 22 1-9/16 63/4 1-7/1/4 S;tOdx1-112 7 8dx1-1/2 1340 670 5.96 3.87 1340 ( 870 5.96 3.87 JL261F-TZ LUC26Z 18 I 1-9/16 41/2 1-11 6 10d HDG 4 tOd z 1-1/2 HDG 1000 755 4.45 3.36 710 ; 535 3.16 1 2.38 JL281F-TZ 18 1-9/161 6-1/8 1-1/2 - 8 1 10d HDG 4 10d x 1-112 HDG 1340 755 5.96 3.36 950 535 4.23 2.38 JUS26 I LUS26 18 1-9/16 413/16 1-3/4 1 4 10d 4 10d 2855 2100 112.70 9.34 2027 1491 9.02 6.63 JUS26 GC 18 1-9/16 413/16 1-3/4 1 4 N10C-GC 4 N10GGC 2855 2100 ' 12.70 9.34 2027 1491 1 9.02 1 6.63 2x8 JUS28 LUS28 18 1-9/16 6-5/8 1-314 1 6 10d 4 1Dd 2855 2100 12.70 9.34 2027 1491 9.02 6.63 JU Ill 18 1-9116 6-5/8 1-3/4 1 6 N1DC-GC 4 NiOC-GC 2855 2100 1 12.70 9.34 2027 1491 9.02 6.63 I MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 3245 1625 14.44 7.23 2305 1155 10.25 5.14 MUS28 MUS28 j 18 1-9/16 7-1/16 2 1 8 10d 8 10d 4400 2315 19.57 10.30 3125 1645 13.90 7.32 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16, 6 10d 4 10dx112 2345 1505 10.43 6.69 1665 1070 7.41 4.76 SUH28 1 16 1-9/16 6-5/8 2 1-3/16! 81 1Dd 6 1Ddxl12 2345 1505 10.43 6.69 1665 1070 1 7.41 4.76 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 5480 3625 74.38 16.13 3891 2574 17.31 11.45 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 7115 1 4840 31.65 21.53 1 5052 3436 22.47 15.28 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10dx112 2720 1555 12.10 6.92 1 1931 1104 8.59 4.91 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 121 16d 4 10d x 1 12 3820 1555 16.99 6.92 1 2712 1104 12.06 j 4.91 JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 10dx1-12 2120 1665 9.43 7.41 1505 1 1182 6.69 5.26 JL210 LU210 20 1-9/16 8-1/4 1-12 15/16 14 ! 10d 8 10d x 1-12 3070 2065 13.66 9.19 2180 1466 9.70 ( 6.52 ST28 22 1-9/16 6-3/4 1-7/8 1-1/4 8 10dx1-1/Z 7 i 100x1-12 1340 870 1 5.96 3.87 1340 870 5.96 3.87 ST210 22 1-9/16 8 1.718 1-1/4 10 1Ox 1-1/$ 8 10d x 1-12 1520 990 6.76 4.40 1520 990 1 6.76 4.40 JL281F-TZ 18 1-9/16. 6-1/8 1-12 -- 8 1O HDG 4 1O x 1-112 HDG 1340 755 5.96 3.36 950 535 4.23 2.38 JL2101F-TZ LUC21OZ 18 1-9/16 8-7/32 1-112 -- 11 10d HDG 6 10d x 1-12 HDG 1835 1135 1 8.16 5.05 1305 0 1 3.58 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 ; 10d 4 10d 2855 2100 12.70 9.34 1 2027 •1491 91.02 6.6 2 10 ' JUS28-GC 18 1-9116 6-5/8 1-3/4 1 6 N1OC-GC 4 1 N10C-GC 2855 2100 1 12.7P 6 9.34• 2027 1 1191 9-02 6.631 x JUS210 I LUS210 18 1-9/161 7-3/4 1-314; 1 8 10d 4 10d 2855 2100 12 0 1 9.W 2027 01491 ' 9. 2 6.6 JUS210-GC I -- 18 1-9/16 7-3/4 1-3/4" 1 . 8 N10C-GCI 4 1 N1DC-GC 2855 2100 12.0 1 9.34 2027 ; 9T ` x.02 630 1 MUS28 1 MUS28 18 1-9/16' 7-1/16 ' 2 1 1 8 j 10d 8 1 10d 4400 2315 1 19.07 1 141.30 3125 1 1645 13.90 1 7.32 SUH28 16 1-9/16 6-5/8 2 1-3/161 8 10d 6 1Odx 1-12 2345 1505 1 10.3 1 6 1665 1070 1 7.41 _ 4.76 4 SUH210 U210 16 11-9/161 8 2 1-3/16. 101 10d 6 10dx1-12 4080 2505 18.95•` 19.fi 2895 T2J8 7.92 HUS28 HUS28 1 16 1-5/8 1 7-3/16 3 2 122 16d 8 16d 7115 4840 31.9;24.56 5052 41436 012.47 15.2 1 HUS210 j HUS210 16 1-5/8 1 9-3/16 1 3 2 30 16d 10 16d 9025 6035 40.15 6408 4285 28.51 19, HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 121 16d 4 10dx112 3820 1555 1 16.96 6.92 2712 11V 10.15N6 4.91 JL210 LU210,LU210L 20 1-9/161 8-1/4 1-1/2,15/16 14 10d 8 10dx1-12 3070 2065 13.66 9711'2180 1466 9.70 6.52 ST210 22 1-9/16 8 1-7/8 1-1/4 10 (100 x 1-1/2 8 8d x 1-1/2 1520 990 j 6.75 • -44( 1520 990 6.76 4.40 JL2101F-TZ LUC21OZ 18 1-9/16 8-7/32 1-12 -- 11 10d HDG 6 10d x 1-1/2 HDG 1835 1135. 8.1r• • i6.i5b 1305 4105 8 3.58 JUS210 LUS210 18 1-9/16 7-3/4 1-3/4 1 8 10d 4 10d 2855 2100 12.70 LJ2.34 2027 W1 9PJ2 6.63 2x12 JUS210-GC 18 1-9/16 7-3/4 1-3/4 1 8 N1OC-GC 4 N10C-GC 2855 2100 12.71 9.94 02027 I91 9.02 1 6.63 SUH210 U210 16 1-9/16 B 2 1-3/16 10 tOd 6 100x1-12 4060 2505 18.1 11.14 2895 108! MlBS 1 7.92 HUS210 HUS210 16 1.5/8 9-3/16 3 2 30 16d 101 16d 9025 6035 40.15 26.85 6408 4785 28.51 19.06 HD210 HU210 14 1 1-9/16 7-3/16 2 1-1/8 12 16d 4T 1Odx112 3820 1555 16.99 6.92 2712 1104 12.06 4.91 HD212 HU212 1 14 1-9/16 9-1/4 2 1-1/8 16 16d 6 10dx 1 12 4545 2005 20.22 8.92 3227 1424 14.35 6.33 HD2121F 1 HUC212 1 14 1 1-9/16 9-1/4 2 -- 116 16d 6 1 10dx112 4545 2005 20.22 8.92 3227 1424 14.35 1 6.33 1) Factored Wilt resistances have been increased 15% for short-term loads such as wind and earthauake: no further increase allowed. 21 Minimum nail embedment shall be B nail diameters (tvo). 31 16d sinkers may be used at 0.84 ofthetable load where 16d commons are soecified. 4) NAILS: 8d x 1-12- nails are 0.131- dia. x 1-1/2- Iona. 10d x 1-12- nails are 0.148- dia. x 1-12- Iona. 10d and N10GGC nails are 0.148. dia. x 3- Iona. 16d nails are 0.162" dia. x 3-1/2" lona. New products or updated product information are designated in red font continued on next page 1-800-328-5934 • www.USPconnectors.com USP2240-131 r•••I m o Joist) Truss Size USP Stock No. Ref. No. Dimensions (in) W H D Fastener Schedule"" Header Truss T e T e Factored Resistance I DF-L(Lbs) I DF-L(W) S-P.F(Lbs) S-P-F(kN) Vertical Uplift' I Vertical Uplift' Vertical Uplift' Vertical Uplift' 100% 115% 100% 115% 100% 115% 100% 115% 2x6-8 THDH26 HGUS26 1-58 5-7116 5 20 1. 1 8 16d 1910 4410 35.45 19.62 5660 3130 { 25.18 1 13.92 2x 8 -10 I THDH28 HGUS28 1-518 7-3/76 5 36 16d) 12 16d 11860 8230 52.76 36.61 8420 5845 37.46 26.00 2 x 10 -12 1 THDH210 j 1-58 1 9-3/16 , 5 46 ( 16d 16 16 100% 115% 15250 i 10170 67.84 45.24 10830 7220 48.18 32.12 2-11116 x 9-114 -14 1 THDH27925 HGUS2.75/70 2-3/4 9-1/8 4 46 ' 16d 12 13525 6575 60.16 29.25 9605 4670 42.73 20.77 2-11116 x 11-1/4 -16 i THDH27112 HGUS2.75/12 2-3/4 10-7/8 4 56 16d 141.75 i 43.79 11450 6990 50.93 31.09 2-11/16 x 14-16 1 THDH2714 HGUS2.75/14 2-3/4 12-1/4 4 66 16d i 16 16130 1 11335 71.75 j 50.42 11450 8050 50.93 35.81 3-1/4 x 9-112 THDH3210 HGUS3.25/10 3-3/16 9-38 4 1 46 16d 12I 16d 14760 . 7480 65.66 33.27 10480 5310 46.62 23.62 3-1/4 x 10-5/8 THDH3212 HGU33.25/12 3-3/16 10-5/8 4 j56 3436 16d 14 16d 16130 11335 71.75 50.42 11450 8050 50.93 35.81 2) 2 x 6 - 8 THDH26-2 HGUS26-2 3-7/16 5-318 4 j 20 16d 8 16d r 90354215 HU1.81/5 40.19 18.75 6415 2995 28.54 13.32 2 2x8-10 1 THDH28-2 HGUS28-2 3-7/16 7-1/8 4 136 16d 10; 16d 13075 5020 1 58.16 j 22.33 9285 3565 41.30 15.86 2 2x10-12 THDH210-2 HGUS210-2 3-7/16 9-18 1 4 1 46 1 16d 12? 116d 13525 } 6575 60.16 29.25 9605 4670 42.73 20.77 4x6-8 THDH46 HGUS46 3-9/16 5-318 14 1 20 1 16d 8 1 16d 8290 4905 36.88 21.82 5885 3485 26.18 15.50 4x8-10 THDH48 HGUS48 3-9/16 7-118 i 4 36 16d i 10 16d 12825 6000 57.05 26.69 9105 4260 40.50 118.95 4x 10 -12 THDF1410 HGUS410 39/16 , 9-16 4 46 ( 16d 3 12 16d 14760 7480 65.66 33.27 10480 5310 46.62 23.62 4 x 12 -14 THDH412 HGUS412 39/16 $ 10-1/2 '_. 4 i 56 1 16d 14 16d 16130 9845 71.75 43.79 11450 6990 50.93 31.09 4 x 14 -16 3 2x 6.8 THDH414 THDH26-3 HGUS414 HGUS26-3 3-9116 ( 131/16.4 1 66 i 16d 5-1/8 5-7/16 4 20 f 16d 1611 8 1 16d 16d 16130 9035 11335 4215 71.75 50.42 40.19 18.75 11450 6415 8050 2995 50.93 28.54 35.81 13.32 3 2 x 8 -10 THDH28-3 HGUS28-3 5-1/8 7-3/16 4 1 36 1 16d i 121 16d 13075 5020 58.16 22.33 9285 3565 41.30 115.86 3 2 x 10 -12 THDH210-3 HGUS210-3 5-1/8 9-3/16 4 46 16d 161 16d 13190 7030 58.67 31.27 9365 4990 41.66 1 22.20 3 2 x 12 -14 THDH212-3 HGUS212-3 5-18 1 11-3/16 4 56 16d 201 16d 15465 9105 68.79 40.50 10980 6465 48.84 28.76 3 2 x 14 -16 THDH214-3 HGUSTIT3 S1B -'13-3116 4 66 16d 221 16d 18810 10760 83.67 1 47.86 13355 7640 59.41 33.99 6x 10 -12 THDH610 HGUS5.25110, HGUS5.50/10 31/2 ( 9 1 4 r 46 16d 16 16d 13190 7030 58.67 ! 31.27 9365 4990 41.66 # 22.20 6. x 12 -14 THDH672 HG HGUSUS55. 50/ 1225/ 12, t 1 5-12 1 11 4 56 16d 20 16d 15465 9105 68.79 40.50 10980 s 6465 48.84 28.76 fix 14 -16 i THDH614 HGUS5.50/14 ' 5.12 1 13 14 66 16d 22 16d 18810 10760 83.67 47.86 13355 i 7640 59.41 33.99 6-3/4x 9 -14-1/2 THDH6710 HGUS210A, HGUS6.88/10 6'76 8-13116 4 46 16d 12 16d 13525 6575 60.16 29.25 9605 1 4670 42.73 2037 6-3/4x 11 -18 THOH6712 HGUS6. 1842 6-718 10-13/16 4 56 16d 14 16d16130 1 9845 1 71.75 43.79 11450 6990 50.93 31.09 6-3/4x 13 - 20-12 THDH6714 HGUS214A, HGUS6.88/14 i 378 12-13/16 [ 4III 66 16d 16 16d 16130 11335 ' 71.75 ( 50.42 1 r 11450 8050 50.93 35.81 7 x 9-1/4 -14 I THDH7210 HGUS7.25/10 7-1/4 9 i 4 46 16d 12 16d 14760 7480 65.66 33.27 10480 5310 46.62 23.62 7x11-1/4-16 THDH7212 HGUS7.25/12 7-1/4 10-1/2 4 56 16d 14 16d 16130 9845 71.75 43.79 11450 6990 50.93 31.09 704-18 1 THOH7214 HGUS7.25/14 1 7-1/4 { 12-1/4 { 4 { 66 16d 161 16d 1 16130 # 11335 ! 71.75 ( 50.42 1 11450 1 8050 150.93 35.81 1) Factored resistances have been increased 15% for short-term bads such aswind and earthquake: reduce for other load durations in accordance with thecode. 2) Joist nails need to be tae nailed ata 30° to45' angle to achieve allowable bads shown. 3) Minimum nail embedment shall be 8 nail diameters (lvn.). - 4) NAILS: 16dnails are 0.162- dia. x312' long. New products orupdated product information are designated in red font Slant Nail Truss Hangers MUS & HUS series Materials: See chart Finish: G90 galvanizing Options: HUS26, HUS28, & HUS210 are available in Triple Zinc To order add TZ to stock USP Typical HUS installation number, as in HUS26-TZ ' Raised I' 2 y Codes: Load values are derived from data submitted I dimplealiows various North American building code €, 3o'to45• nailing • evaluators. •.•; Installation: Use all specified fasteners. See Product Notes, page 10. Joist nails must be driven in at a 30° to 45° 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. Double s„ features fewernails and faster installation ag of 41 stand r- • ` i•' length nails 4W y'y • g" • • 0 f' W • 0090 •0• 1) Factored uplift resistances have been increased 15% for short-term loads such as wind and earthquake: reduce for other load durations in woodance with the code. 2) Nails must be driven at a 30' to 45' angle throuah the i6st or truss into the header to achieve the table loads. 3) Minimum nail embedment shall be 8 nail diameters Am.). 4) HUS175 and HUS179 load values assume the iolst is 1-3/4- wide and has a bearing strenath of not less than 675 psi. 5) NAILS: 10d nails are 0.148- dia. x 3- Iona. 16d nails are 0.162- dia. x 3-12- Iona. 1-800-328-5934 • www.USPconnectors.com I• j to i ! • T 3j 4t SIl 2 - MUS USP2240-131 r•• Poor o I••• Pogo 9• Dimensions (in) Fastener Schedule''' Factored Resistance' Header Truss' DF -L (Lbs) DF -L (kN) S -P -F (lbs) S -P -F (W) Joist) USP Steel Vertical Uplift' Vertical Uplift' Vertical Uplift' Vertical Uplift' Truss Size Stock No. Ref. No. Gau e1.1H T Type 1001/. 115% 700% 115% 100% 115% 100% 115% MUS26 MUS26 18 1-9/16 1 SI/161 6 10d 1 6 1 10d 3245 1625 1 14.44 1 7.23 2305 1 1155 10.25 5.14 2x6-8 HUS26, HUS26 16 1-58 5-7/16 14 16d 6 16d 5480 3625 24.38 16.13 3891 2574 17.31 11.45 2x8-10 MUS28 MUS28 18 1-9116 7-1/16 8 10d 8 10d 4400 2315 19.57 10.30 3125 1645 13.90d7,32HUS28HUS28161-518 7-3/16 22 16d 8 16d 7115 4840 31.652.535052 3436 2247 2x10-12 HUS210 HUS210 16 1-518 9.3/16 30 16d 10 16d 9025 6035 40.15 26.85 6408 4285 28.50 1-3/4x5-12-7-114 HUS175 HU1.81/5 16 1-13/16 5-3/8 14 t6d 6 16d 5480 3625 24.38 16.13 3891 2574 17.31 1-3/4x7-1/4-11-1/4 HUS177 16 1-13/16 7.18 22 16d 8 16d 7115 4840 31.65 21.53 5052 3436 22.47 1-3/4x9-19-14 HUS179 HUS1.81/10 16 1-13/16 9-1/6 30 16d 10 16d 9025 6035 4015 26856408 4285 28.50 1) Factored uplift resistances have been increased 15% for short-term loads such as wind and earthquake: reduce for other load durations in woodance with the code. 2) Nails must be driven at a 30' to 45' angle throuah the i6st or truss into the header to achieve the table loads. 3) Minimum nail embedment shall be 8 nail diameters Am.). 4) HUS175 and HUS179 load values assume the iolst is 1-3/4- wide and has a bearing strenath of not less than 675 psi. 5) NAILS: 10d nails are 0.148- dia. x 3- Iona. 16d nails are 0.162- dia. x 3-12- Iona. 1-800-328-5934 • www.USPconnectors.com I• j to i ! • T 3j 4t SIl 2 - MUS USP2240-131 r•• Poor o I••• Pogo 9• o ECo' TRUSS COMPANY, INC. Trusses & Building Materials13980SW252Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com Han _ger Approval Submittals Hanger Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap I.D. Number State of Florida or Miami -Dade County Approval Number THD Series FL 13285 THDH Series FL 821 GTWS2T, GTWS3T,GTWS4T FL 6223 HTW16 Twist Straps FL 820-R2 SKH26 UR Miami -Dade Approval Number 11-0510.01 w•••• www• wwww• wwwww• w• • 0 , wwwww• USP STRUCTURAL C(1NNECTORS Z - -.. — - Steel Gauge Dimensions W H A NIRak CamDY Floor 100% Allowable Loads (Lbs.) DF -L l SP Roof 115% 125% w Materials: See chart sA. sfT •' i.'. ti Finish: G90 galvanizing f': Options: See Specialty Options Chart. Rough/Full sizes available. y$'; ---, THD hangers with widths greater than 3""can have one y flange inverted with no load reduction. 12 10d x 1-1/2 t Specify right (/?)or left (L). 2855 Codes: ESR -1781, FL9835, FL13285," 2170 Dade County, FL 06-0921.05, L.A. City RR 25843 Ct Typical THD210 THD28 installation Installation: Use all specified fasteners. See Product Notes, page 11. Some model designs may vary from illustration shown 1 I THD28 Joists Truss Size USP Stock No. Ref. No. Steel Gauge Dimensions W H Fastener Schedule2'3 Header Truss D Qty Type Qty Type Floor 100% Allowable Loads (Lbs.) DF -L l SP Roof 115% 125% Uplift 160% Code Ref. 2x6-8 THD26 HTU26 16 1 1-5/8 5-1/16 3 18 1 16d 12 10d x 1-1/2 t 2485 2855 3060 2170 2 x 8 -10 THD28 HTU28 16 1-5/8 7 3 28 16d 16 10d x 1-1/2 3865 3965 3965 2330 2x 10-12 THD210 HTU210 16 1-518 9 3 38 16d 20 10d x 1-1/2 5075 5115 5115 3095 5' Fib' 2) 2 x 6.8 THD26-2 HHUS26-2, HTU26-2 14 3-7/16 5.318 3 18 16d 12 10d 2540 2920 3175 2285 2) 2 x 8-10 THD28-2 HHUS28-2, HTU28-2 14 3-7/16 7-1/8 3 28 16d 16 10d 3950 4540 4935 2595 F30, D22) 2 x 10-12 THD210-2 HHUS210-2, HTU210-2 14 3-7116 9-118 3 1 38 16d 20 10d 5360 6160 6700 3810 4x6-8 THD46 HHUS46 14 3-518 5-5116 3 1 18 16d 12 10d 2540 2920 3175 2285 R5 4 x 8.10 THD48 HHUS48 14 3-518 7-1116 3 28 16d 16 i 10d 3950 4540 4935 2595 4 x 10-12 THD410 HHUS410 14 3-5/8 9-1/16 3 38 16d 20 10d 5360 6160 6700 3810 4 x 12 -14 THD412 14 3-5/8 11 3 48 16d 20 ` 10d 6770 7045 7045 3810 4 x 14 -16 THD414 14 3-5/8 12-7/8 3 58 16d 20 10d 7045 7045 7045 3810 5, F30, R5 3) 2 x 10 -12 THD210-3 HHUS210-3 12 5-118 9 3 38 16d 20 10d 5660 6510 7045 3850 5, F18, F30. D2, RS 6 x 10 -12 THD610 HHUS5.50/10 12 5-112 9 3 38 16d 20 10d 5660 6510 7080 3410 S, F18, 6 x 12 -14 THD612 12 5-1/2 11 3 48 16d 20 10d 7150 8225 8415 4065 F10, F30, D2, R5 6 x 14.16 THD614 12 5-1/2 12-7/8 3 58 16d 20 10d 8415 8415 8415 4065 5, F30, R5 7 x 9-114 -14 THD7210 HHUS7.25110 12 7-114 1 9 3 138 16d 20 10d 5660 6510 7080 3410 5, F18, F30, D2, RS 1) Uplift loads have been increased 60% for wind or seismic loads, no further increase snag De permutea. 2)10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-112- long. 3) Minimum nail penetration is 1-5/8" for 16d nails. Specialtv Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Option Skewed" Sloped Seat='' 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 one flange inverted. 100% of table load. Allowable 85% of table load 65% of table load 65% of table load 65% of table load when Loads nailing into the support w members end grain. Add SK,angle required, Add SL, slope required, Add 11Fone flange, and right (R) or left (L), and up (U) or down (D). See Sloped Seat and Skewed. right (R) and left (L), Ordering to product number. to product number. Ex. THD410-SK45RSL30D to product number. Ex. THD410-SK45R Ex. THD410-SL30D I 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 sqare cut on joist in all applications. 1-800-328-5934 • www.USPconnectors.com r• • w rw•••• r i z 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 300 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. 1 Drive joist nails into header at 30' to 45° to achieve lieted loads. 2 1/2- H THDH USP STRUCTURALCONNECTORS' a rnxkcomw r rI a Lt 4 tBs IY Typical THDHdouble shear installation I. I_.. Typical THDH26-2 installation 1) Uplift loads have been Increased 6U% for wma or seismic locus, Iw 1 I , „w, a ,, ,, r..... -- . - r 2) Joist nails need to be toe nailed at a30' to 45' angle to achieve allowable loads shown. from t lustraiton shown 3) Minimum nail penetration shall be 1-518"for16d nails. s o -••• 'i• s• "' ow fcr fe% gnar.ialty Options Dages 194 to 195 for additional details. ..... • • • • • . • Specialty ,, r -- — -. Sloped Seat" SlopedISkewed'-' Option Skewed'-' 1' to 45' 1' to 45' See Sloped Seat and Skewed Range Allowable 85% of table allowable load. 85% oftable allowable bad 52°A of tableallowableload. Loads 50% of table uplift load. 50% of table uplift load. Add SK, angle required, Add SL, slope required, and right (R) or left (L), and up (U) or down (D), See Sloped Seat and Skewed. Ordering to product number. to product number. Ex. THDH410-SK45RSL30D Ex. THDH410-SK45R Ex. THDH410-SL3OD , 1) Skewed THDH hangers with skews greater than 15° always have an joist naumy on ofit —t ., „,. -- 2) 2) Sloped or sloped / skewed hangers with slopes greater than 15' may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cul on joist in all applications. Inverted flange option is not available for THDH models. 1-800-328-5934 • www.USPconnectors.com Raised dimple allows y?;. • _ .. W. 30° to 45° nailing r i/ i c / W- \t THDH262 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. Q SUSP vCONNECTORS GTWS3T USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Schedule 2,3.4 Dimensions Allowable Loads (Lbs.) Code Ref. W H D Supporting Truss Supported Truss DF -L I SP Truss Plate DF -L I SP S -P -F Wood Wood No. of Qty Screws Qty Screws Plys 10T%115% 125% UPliW 160% GTWS2T -- 10 3-1/4 16 4 22 WS3 16 WS3 2PIy 8720 1 10030 10900 8435 STC26 GTWS3T --- 10 4-718 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 12490 F26 GTWS4T -- 10 6-1/2 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 12490 1) Uplift bads 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) WS3wood screws maybe installed in both verticaland 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. 1 •...1. 1 1/4" oloto W2 STC 0.00 Typical GTWS installation 0•••00 0000•• USP Stock No. Ref. No. Steel Gauge Description Dimensions Fastener Schedule2 Allowable Loads (Lbs.) • Code Ref. W1 W2 Truss Plate DF -L I SP S -P -F Ft Uplift' F1 UPI' Qty Type Qty Type 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 10dx 1- 112bu 275 680 11 STC26 TC26 12 2 x 6 top plate 5-1/2 1-5/8 5 10d x 1-1/2 6 10d x 1-1/2 275 680 F12 STC28 TC28 12 2 x 8 top plate 7-1/4 1-5/8 5 10d x 1-1/2 6 10d x 1-1/2 275 680 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge (0.148- diameter) by 1-1/2- long. 1-800-328-5934 • www.USPconnectors.com GTWS2T R F1 000.0• Typeical STS;••• jastal latioq 0000•• USP2173-101 r USP StockNo.' Ref. No. Steel Gauge Dimensions Fastener Schedule''-ns.e Allowable Loads (Lbs.)' Code Ref. WTIL 5) 1 O x 1-112 nails are 9 gauge (0.148 -diameter) by 1-1/2" long. Lt L2 DF -L ISP S -P -F Qty Type Uplift Uplift 160% 160% LTW12 LTS12 18 1-114 12 4-112 4-1/2 12 10d x 1-112 775 650 8, F14, R9 12 10d LTW16 LTS16 1 18 1-114 16 6-1/2 1/2 12 10d x 1-1/2 775 650 8, F14, R9 12 10d LTW18 LTS18 18 1-1/4 18 7-112 7-1/2 12 10d 775 650 8, F14, R910d1/2 LTW20 LTS20 18 1-1/4 20 8-1/2 8-112 10di 112 775 650 8, F14, R9t2 MTW12 MTS12, TS12, TS9 16 1-1/4 12 4-1/2 4-1/2 14 10d x 1-1/2 1195 i 1005 8, F14, R9 114 10d MTW16 MTS16 16 1-1/4 16 6-1/2 6-1/2 14 10d; 01- 112 1195 1005 8, F14, R9 14 MTYJ18 MTS18, TS18 16 1-1/4 18 7-1/2 7-1/2 14 10d x 1-112 1195 1005 8, F14, R9 14 10d I.FTA6 H6 16 2-1/4 19-1118 8-318 6-112 16 8;-112 1210 1015 8, F14, R9 16 8d MTW20 j MTS20 16 1-1/4 20 r 8-1/2 8-1/214 tOd x 11-1/2 1195 1005 8. F14, R9 fATW2:C I MTS24C 16 1-1/4 24 10-7116 110-7116 14 10d x 1-112 Y14 i - 10d 1195 1005 8, F14, R9 MTW28C 16 1-1/4 28 12-7/16 12-7/16 14 10d x 1-1/2 1195 1005 8, F14. R9 14 10d MTW30 MTS30 16 1-1/4 30 8-5/16 18.9/16 14 10d x 1-112 1195 1005 8, F14, R9 14 10d iMTW30C MTS30C 16 1-1/4 30 13-7/16 13.7116 14 tOd101d 112 1195 1005 B. F14, R9 HTIA116 HTS16 14 1-1/4 16 5-1/8 5-1/8 16 1 10d t/2 j 1260 1060 S, F14, R9 16 HTYu20 HTS20, TS22 14 1-1/4 20 7-1/8 7-1/8 24 tOd x 1-1/2 1530 1285 8, F14, R9 20 tOd F!iYv24 HTS24 14 1-114 24 9-118 9-118 24 10d x 1-112 10d - 1530i20j12858, F14, R9 H -1`428H-1`428_} HTS28 14 111 1-1/4 28 11-118 11-118 24 r O x 1-V2, 1530 1285 8, F14, R9 1 10d HTW30 HTS30 14 1-1/4 30 7 17-1/4 20 10d x 11--1/2 1530 1285 8, F14, R9 I10d HTW30C HTS30C 14 1-1/4 30 12-1/8 12-118 24 1 10d x 1-112 1530 1285 8, F14, R9 1 20 1 10d 1) Allowable loads havebeen increased 60% forwind or seismic loads: no turther increase snail De perminea. 2) Minimum nail embedment shall be 1-5116" for 8d nails and 1-1/2- 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) 1 O x 1-112 nails are 9 gauge (0.148 -diameter) by 1-1/2" 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. 7) C afterthe model numberdesignates center heist as in MTW30C. 8) LFTA6: F1 is 700 lbs and F2 is 90 lbs. Toachieve 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 -top plate installations. t •+ 1'T1 11 Typical MTW30 installation 1-800-328-5934 • www.USPconnectors.com dIUSP @•j STRUCTURAL A- C n Mhok'co,p,,ymp+ov MTW30C USP2173-111 II.• t •+ MTW30C USP2173-111 SKH SKEWED HANGER ALLOWABLE LOADS ror Jl: i mcn = L0.4 mm, l Psr = o.oa Kra, , col - 1.11 it A 10dx1-1/2'Common nails is 1'12 inches long and 0,148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is Permitted. 60% for wind or seismic loading. No further increase is permitted. T M lumber species is Southem Pine JL JOIST HANGER ALLOWABLE LOADS SKH r W 411, SKH26R INSTALLATION TOP VIEW UNITED STEEL PRODUCTS COMPANY DIMENSIONS (inches) FASTENER SCHEDULE' SP ALLOWABLE LOADS lbs STOCK NUMBER STEEL GAGE W H D Header Joist Download" I Uplift" Face I Type Qty Type C,= 1.0 Co -1.15 Co =1.25 C0=1.6 SKH26UR 16 1s/ 5'/ 1'/ 6 16d Common 6 10dx1-1/2 895 1 1030 1120 870 ror Jl: i mcn = L0.4 mm, l Psr = o.oa Kra, , col - 1.11 it A 10dx1-1/2'Common nails is 1'12 inches long and 0,148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is Permitted. 60% for wind or seismic loading. No further increase is permitted. T M lumber species is Southem Pine JL JOIST HANGER ALLOWABLE LOADS SKH r W 411, SKH26R INSTALLATION TOP VIEW For 51: 1 Inch = Zb.4 mm, l lot - 4.40 n, .{ psi = o.ov -- A 10d Common nail is 3 inches long and 0.146 inches in diameter A 10dx1'/2 nail is 1'/2 inches long and 0.148 inches in diameter Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. The lumber species is Southern Pine Uplift loads for connectors listed as N/A had an uplift rapacity less than the required 700 pounds. Al( T. rPICAL40L INSTI& AVI&P o : : • • • JL NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 PR0UUCTR&WW5D I12 -0;b M1MK 1'Yaciuet UNITED STEEL PRODUCTS COMPANY 14305SOUTHCROSSDRIVE -SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 FASTENER SCHEDULE' NAME: FACE MOUNT HANGERS ALLOWABLE LOADS (Ibs) 3 STOCK STEEL DIMENSIONS (inches) 3/28/2011 Hader Joist Download" I^ Uplift 2-4 NUMBER GAGE W H D Qty Type Qty Type Co =1.0 Co =1.15 CP = 1.25 Co =1.6 JL24 20 1s/ 3 11 4 10d Common 2 10dxl'/ 490 565 615 WA JL26 20 4 ( 1'/ 6 10d Common 4 10dx1'/ 740 850 925 700 J126 20 j 611 1'! 10 10d Common 6 10dx1'/ 1230 1415 1515 940 JL21020 81/,11/,14 10d Comm 8 10dx1'/ 1720 1980 2070 1170 For 51: 1 Inch = Zb.4 mm, l lot - 4.40 n, .{ psi = o.ov -- A 10d Common nail is 3 inches long and 0.146 inches in diameter A 10dx1'/2 nail is 1'/2 inches long and 0.148 inches in diameter Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. The lumber species is Southern Pine Uplift loads for connectors listed as N/A had an uplift rapacity less than the required 700 pounds. Al( T. rPICAL40L INSTI& AVI&P o : : • • • JL NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 PR0UUCTR&WW5D I12 -0;b M1MK 1'Yaciuet UNITED STEEL PRODUCTS COMPANY 14305SOUTHCROSSDRIVE -SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS SKH JL DATE: STEVEN A. BREKKE 3/28/2011 PROFESSIONAL ENGINEER LICENSE NO. 70432I^ SHEET' DRAWING NO.: 2 OF 2 MD-SKH-JL GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que frequency or location of temporary lateral restraint identifique/afrecuenciaolocalizacionderestriccionlateral and diagonal bracing. Follow the recommendations yarnostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining de manejo, insta/ad6n, restriction yarrtostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea e/ folleto SCSI - Guia de Buena Pradica Good Practice for Handlln . Installing. Restraining ra e/ Manna . Instalacion. Restncnon Arriostre de los99PJ9Y 8t Braan of Metal Plate Connected Wood Trusses de Madera Conedados con P/acas deg Metal Trusses*** for more detailed Information. pard fnformanon mos detallada. Truss Design Drawings may specify locations of Los dtbujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restriction lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individua/es del truss. Vea /a B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mos information. EI bracing design is the responsibility of the building recto de los disenos de arriostres permanentes son la designer. responsabi/idad del disenador del edtficio. WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the r•!i structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacion, restriccion yarrisotre incomecto puede ser la caida de la estructura o , aun peor, heridos o muertos. Afl G'1 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, O feet, hands and head when working with f trusses. m V,, NUY ,Zi? Utilice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protective, personal para Ojos, pies, manus y cabeza cuando trabaja con trusses. A r.=°M^ use lff=z 9 Ublice special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss HANDLING MANEJO eaooe Avoid lateral bending. Evite la flexion lateral. Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisar properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista bene la responsabilidad de recibir, descargar y almacenar adecuadamente IDS trusses en la obra. Descargue los trusses en la tierra liso para prevemr el clanlio. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. R] Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking ofsufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center D.C.). Los trusses pueden ser descargados directamente en el suelo en aque/ momento de entrega o almacenados tempora/mente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de Una semana, ponga b/oqueando de a/tura sufidente detras de la pita de los trusses a 8 hasta 10 pies en centro (o.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambience. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacidn mas detal- fada sobre el manejo y almacenado de los trusses en area de tiabatio. U DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES G DONT overload the crane. Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior NO sobrecargue la gnia. 10' (3 m) o.c. max. 9.1 m) NEVER use banding to lift a bundle. 30'(9.1 m) - 8' (2.4 m) D.C. max. NUNCA use las ataduras para levantar un paquete. Clay Tile 45' (13.7 m) - A single lift point may be used for bundles of 60'(18.3 m) top chord pitch trusses up to 45' (13.7 m) and 4' (1.2 m) o.c. max. 80' (24.4 m)* parallel chord trusses up to 30' (9.1 m). lapped at least two trusses. Top chord temporary lateral restraint Use at least two lift points for bundles oftop chord pitch trusses up to 60' (18.3 m) and paral- WARNING Do not over load supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. Q Tolerances for Out -of -Plane. three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue /a Tolerancias para Fuera-de-Plano. trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de Max. Bow 45'(13.7 m). trusses. Puede usar un solo lugar de levantar para pa- Place truss bundles in stable position. 7/8" 14.6' quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30'o menos. Puse paquetes de trusses en Una posicicin 1 i Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada 1/2" 2' 1" 16.7' hasta 60'y trusses de cuerdas paralelas hasta 13 mm 0.6 m 25 mm 5.1 m Use r /o menos dos untos de levantarcon grupos superior in lin45. pe, p g p s de trusses de cuerda supe o c oda 3/4" 3' mas de 60'y trusses de cuerdas paralelas mas de 45: 0Length + PlumbMECHANICALHOISTINGRECOMMENDATIONSFORSINGLETRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES EmUsing a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pico para levantar puede so' or less hacer dano at truss. rxerbar Spreader be 2/3 s I- Approx. 1/2trusslength Tagline t TRUSSES UP 7030' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar Attach10'(3 m) above or stifiback o.c. max. mid -height Imo_ Tagline - truss, - Spreader bar 2/3 toTRUSSESUPTO60' (18.3 m) _ f- 3/4 truss length - TRUSSES HAST. 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de gnJa hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' -s " + Trusses 30' t '- 6.1 m) or ' (9.1 m)Sr• Irn.... less, support less, sypportsat • near peak. quarter pi t5! • Soporte • Soporhe de cerca at Pico • los cuAtlfSs• • : los trusses I F Trusses upto 20• i de tramo los F Trusses unto 30' -1,,. de 20 pies o(6.1 m) : • • • trusses de 31! 1 (9.1 m)0 menus. Trusses hasta 20 pies pees o mems, • Trusses mead Mies TEMPORARY RESTR7aIMT & B)ZACING RESTRICCION YAR IalQ;9TRE0.TEffP0RA4• .: VrOTM Refer to BCSI-82*** for more iaforelati•nt • To C d TTopoj •einporary Vea el resumen BCSI-82*** para mas (pfow:46.. • L4at ra eetraint TCTLR)& 0 Locate ground braces for first truss directlyaia line • • 2x4 min. • with all rows of top chord temporary latesal restr fill • • • • • table in the next column). • • Coloque los arriostres de tierra para el primer truss directamente en linea con cada Una de las filas de restriccidn lateral temporal de la cuerda =90° Brace first superior (vea la tabla en la prdxima columna). truss securely S) DO NOT walk on unbraced trusses. before NO camine en trusses sue/tos. 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 Revesbmiento estructural ha sido aplicado a la armadura y voladizos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 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 seePry99( below). 7 Repeat process with groups of four trusses until all trusses are set. I) Instate los arriostres de tierra. 2) Instate e/ primero truss y ate seguramente at arriostre de tierra. 3) Instate losproximos 4 trusses con restriccidn lateral temporal de mtembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea aballo). 5) Instate arriostre diagonal para los planus de los miembros secundarius para estabilice los primeros cinco trusses vea abajo). 6) Instale la restriccion lateral temporal y arriostre diagonal para /a cuerda inferior vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses estdn instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mos information. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCIUNIARRIOSTRE PARA TOWS PLANOS DE TRUSSES Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses PCTs). See top ofnext column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre espara todo trusses excepto trusses de cuerdas paralelas PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. 9.1 m) Asphalt Shingles 30'(9.1 m) - 8' (2.4 m) D.C. max. 45'(13.7 m Clay Tile 45' (13.7 m) - 6' (1.8 m) D.C. max. 60'(18.3 m) 60'(18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* restraints Consult a Registered Design Professional for trusses longer than 60' (18.3 m). Consulte a un Professional Registrado de Disen"o para trusses mas de pies. SeeSee BCSI-62*** for TCTLR options. Vea el BCSI-B2*** para las options de TCTLR. MUM Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ <4` A reinforcement information. Para information sobre restriccion/ TCTLR arriostre/refuerzo pat Armazones Hasba/es vea el resumen BCSI-B Note: Ground bracing not shown for clarity. 10" or > Truss attachment0Repeatdiagonalbracesforeachsetof4trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT A RESTRICCION LL4TEPA4L Y EL ARRIOSTRE DIAGONAL SON NVY IMPORTANTES!• Dia onaIngXy1' 9 CLR splice reinforcementbrad R: lQ • Truss Member rax-CLR Web memlrprs45 i • A Bottomechords Minimum 2'2x Scab block centered over splice. Attach Diagonal braces to CLR with minimum 8-16d CvltyRe truss spaces (0.1354.5") nails each side ZQ `6,m ) max. ofsplice or as specified by the 10' (3 nj •15' (4.6 m) me • Building Designer. Same spacing as bottom • Nbte: Some chord ind web members SECTION A -AchordIJb"i!ltraint rpt shown fbr dbrity. • 3) BOTTOM CHORD - CUERDAt IWERIOR Lateral Restraints - 2x4xl2' or Truss greaterlapped over two trusses Member or CLR splice reinforce- Note: Some chord ment. and web members Bottom not shown for chords < clarity. 10'(3 m) - 15' (4.6 m) max. Diagonal braces every SO truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X1 Y 4X2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15'(4.6 ml; every 15 truss spaces 30' BCSI-67*** for more 9.1 m) max. information. .. <_ 4 " Vea el resumen BCSI-B7*** rr Asphalt Shingles Pora mos informaci6n. I Clay Tile 3-4 tiles high Y - Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALAOWN out -of -Plane Q Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3/4" 12.5' Max. Bow D150 D (ft.) 19 mm 3.8 m 1/4" 11Length 7/8" 14.6' Length = Max.w 9 1 i 6 mm 0.3 m 22 mm 4.5 m 1/2" 2' 1" 16.7' Max. Bow o ; 13 mm 0.6 m 25 mm 5.1 m L I 3/4" 3' 1-1/8" 18.8' 0Length + Plumb 19 mm 0.9 m 29 mm 5.7 m line 1" 4' 1-1/4" 20.8' Tolerances for i 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias paraD/5o max 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8m 7.6m 1-3/4" 7' 29.2' CONSTRUCTION LOADING 45 mm 2.1 m B.s mCARGAE45 DE CONSTRUCCION 2" ?8' 33.3' 51 mm ?2.4 m 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccion hasta que Codas las restric- tions laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de montdn. Vea el resumen BCSI-B4*** para mas information. I Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los matenales cerca de un pica, a centro de la luz, en cantilevers o aleros. S) DO NOT overload small groups or single trusses. NO sobrecargue pequen"Os grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses come, sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Refer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO Corte, altere o perfore ning6n miembro estructural de un truss, a menos que este especificamente permib'do en el dibuj0 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 construccion o han sido alterados sin la autor- izacjon previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garanba, limitada del Fabricante de Trusses. Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit sbandustry.com/bl. 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 party. The methods and procedures outlined in this document are -intendedto 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 personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use ofother 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. SBC '941 waosmusscousrn TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, VII 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: BEDROOM, FAMILY ROOM, 2ND FLOOR CLOSET ADDITION AND GARAGE & LAUNDRY ROOM ADDITION Permit Type Building Residential) Bldg. Permit No. RC 02-19-410 t Owner PATRICK COWAN Contractor HOME OWNER Subdivision/Project Date Issued 04/02/2019 Construction Type V -B Occupancy Single Family Type Square Footage 3,718.00 Flood Zone X Location If the building is located in a special flood hazard area documentation of the as -built lowest floor 87 NE 92ND ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 Miami Shores Village. of the Florida Building Code certifying that at theThiscertificateissuedpursuanttotherequirements SNORES , time of issuance this structure was in compliance with the various ordinances of the jurisdiction l;e regulating building construction or use. Building Officials Approval Ismael Naranjo, CBO ANTES INslCEO Not Transferable POST IN A CONSPICUOUS PLACE t, r Mutest3'tSs"i"'r'.iG'SidiLd';Y'-uT1r'3n:!+791C'Cis^"i.FLY."F»s'3t+..t,:+16"1i:.'?w iiIY 7.= rL'f:'si+J's"Y!'II'.kXi.. LXi?nSrfi z Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax: (305)756-8972 01/02/2019 To: Current Owner 87 NE 92 ST Miami Shores, FL 33138 Permit: RC -5-18-1252 Address: 87 NE 92 ST Miami Shores , FL 33138 Dear Owner, Our records indicate that the above referenced permit application has expired without obtaining the proper permit approval. In order to serve you better, we need to keep our files up to date. As per section 105.3.2 of the Florida Building Code, `An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filling, unless such application has been pursued in good faith or a permit has been issued. " Please be advised that open permits will hinder your ability to refinance or sell this property. Please contact the Building Department, within 15 days of receipt of this letter in order to take care of this matter. Sincerely, Ismael Naranjo (CBO) Building Director i BUILDING Miami Shores Village I%L- 'r Building Department MAY 10 NIB 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 PERMIT APPLICATION 64W ILDING r- ELECTRIC Ej ROOFING FBC 201 -4 - Master Permit No. i oe-1252— Sub Permit No. REVISION [:] EXTENSION [:] RENEWAL PLUMBING MECHANICAL [:]PUBLIC WORKS [:] CHANGE OF [:] CANCELLATION [:] SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 7 NC 4701vi City: Miami Shores County: Miami Dade Zip: 15713; Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE:FFFE: OWNER: Name (Fee Simple Titleholder. -fPhone#: S / 0-Y boC Address: . City: is State: Zip: Tenant/Lessee Name: Email I — d CONTRACTOR: Company Name: OW K& r Phone#: Ad dress: City: State: Qualifier Name: Zip: State Certification or Registration #: Certificate of Competency #: i DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Addition Allteeration New/ n Repair/Replace Demolition Description of Work: ro { ( io c -Q-10 %'js —civn Specify color of color thru the: Submittal Fee $ Scanning Fee $ Permit Fee $ e n2 -CCF $ CO/CC $ Radon Fee $ DBPR'$ Notary Technology Fee $ Training/Education Fee $ Double Fee $ . Structural Reviews $ _ Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ l 2 -a2 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 IL Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. , WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU -INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. E v Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of v Q 20 , by day of , 20 , by o s personally kn wn to who is personally known to v as me or who has produced asmeorwhohasproduced UC/ p identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: mAi AM K. n-^Kl7AI C7 r 1 Sign: Print: _ MY COMMISSION 044602 print: Seal: I a'For, °p' BondedThruNotaryPublicunderwrite rs Seal: t APPROVED BY Plans Examiner d Zoning Structural Review Clerk Revised02/24/2014) Miami Shores Village Building Department OWNER BUILDER DISCLOSURE STATEMENT My,&NAME: 0" DATE: [ ADDRESS: 1-7 K q vvd 5 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Do hereby petition the Village cf Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial-1pr 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption. Initial_ S. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction: Initial_ 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial w` 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial- 10. nitial10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http:/http://www.m loridalicense.com/dbpr/pro/cilb/index.htmi/dbpr/pro/cilb/index.htmi Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for thgo sed construction activity at the following address: Initial- 12. nitial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this day of 20 By n. who was personally known to me or who has Produced tyre Licensees as identification 2 D srzN Q < O x Z f) Q o 4k OrCDOZ cNn" m ^' mNO) N 0rpN Notice of Preventative Treatments for Termites As required by Florida Building Code (FBC)1'04.2.6) YJ l3 /- Date y Awa fC°. Product Used 49& Fedi &rfrcd, ?Kc. 949A S.W. 87 Ave. Miami, FL 33174 305) 274-5541 3 Permit # Address of Treatment or Lot/Block of Treatment I CA m Time Applicator ram Chemical used (active ingredient) Number of gallons applied I dS``o (2©o c)-/"6 Percent Concentration Area treated (square feet) Linear feet treated rya 1, Stage,.of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used,. final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line. Authorized Signature License# JB846 MAY 10 "x018 PO, , /V , "'C -/' C'- 7111/1 f CA VO t?.C1Q 252 RG1 -I2 2 W& y4 Peat Ziac. 305) 274-5541 Certificate of Compliance for Termite Protection as required by Florida Building Code (FBC) 1816.1.7) Permit #: Address of Treatment or Lot/Block of Treatment 81 IV, 74 Method of Termite Prevention Treatment soil Wrier, wood treatment, bait system, other (describe) The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department ofAgriculture and Consumer Services. Authorized Signature License # JB846 JOB: 17-7494 LOCATION SKETCH N.E. 93rd ST. r; • M SCALE 1"=100' i 1 APPROVED 30' 50' 50' 50' 50 50' 50' 50' 56.56' 9 N 9 7 6 5 4 3 2 1 N 30' I ZONING DEPTI BLDG DEPT I SUL'JFCT TO COMPLI TW AND COl'NTY LO .I Q z 30' L N.E.92nd ST. LEGAL DESCRIPTION: LOTS 22 AND 23, BLOCK 2, AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 70 OF THE PUBLIC RECORDS OF MIAMI—DARE COUNTY, FLORIDA. GENERAL NOTES 1) OWNERSHIP IS SUBJECT TO OPINION OF TITLE. 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY 3) (2.22) DENOTES THOSE ELEVATIONS REFERRED TO N/A DATUM. . 4) LOCATION AND IDENTIFICATION OF UTILITIES ON AND/OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. 5) THIS PROPERTY IS WITHIN THE LIMITS OF THE FLOOD ZONE X 6) NO UNDERGROUND LOCATIONS WERE DONE BY THIS COMPANY. CERTIFIED T0: BERNADETTE LOPEZ DATE: JULY 10, 2017 APLICABLE ZONING, UNDERGROUND, ZONING AND BUILDING SET BACKS, MUST BE CHECKED BY OWNER, ARCHITEC OR BUILDER BEFORE DESIGN OR CONTRUCTION BEGINS ON THIS PROPERTY. I HEREBY CERTIFY : That the attached Plan of Survey of the above described property is true and correct to the best of my knowledge, information and belief, as recently surveyed and p!atted under mydirection, also that there are not above—ground encroachments other that those shown. This survey meets the minimun technical standarc!s UNITEC that those shown. This survey meets the minimun,tecl YU%1,,,tandords set forth by the Florida Board of Land Surveyoro-'M u Qo",chapter61G17-6, Florida Administrative Code, Section`4t 1,71,0 "Statutes. SURVEYING, INC. so L.B. No. 3333 6187 NW 167th STREET, H-5 tAZkRO TEAL NSi PROF'E VEYOR MIAMI, FLORIDA, 33015 CERTff •int ° 90 PHONE: (305) 512-4940 THIS IS A BOUNDARY SURVEY STAT' I.. 7 IDA NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL WITH AND I 'q- I I r0 I I N I DA J RAL FOUND DRILL HOLE' IN CONC. BASE TIONS J 0.5' J r, WELL - 2.5'x2.5' A/C 35x6.4' A/C 2 UNITS) METAL GATE PLAN OF SURVEY VL MAY 10 2018 1 15' ALLEY 9' PAVEMENT WOOD FENCE TYPICAL) I t 7.4 0 6 15U-) 16 17 18 19 20 21 POOL SPUMPM r; N c 35.5' a. TILES c 5' 8.90 8, 50' 50' 50' 1 50' 50' 1 50' 1 50' z 30' L N.E.92nd ST. LEGAL DESCRIPTION: LOTS 22 AND 23, BLOCK 2, AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 70 OF THE PUBLIC RECORDS OF MIAMI—DARE COUNTY, FLORIDA. GENERAL NOTES 1) OWNERSHIP IS SUBJECT TO OPINION OF TITLE. 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY 3) (2.22) DENOTES THOSE ELEVATIONS REFERRED TO N/A DATUM. . 4) LOCATION AND IDENTIFICATION OF UTILITIES ON AND/OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. 5) THIS PROPERTY IS WITHIN THE LIMITS OF THE FLOOD ZONE X 6) NO UNDERGROUND LOCATIONS WERE DONE BY THIS COMPANY. CERTIFIED T0: BERNADETTE LOPEZ DATE: JULY 10, 2017 APLICABLE ZONING, UNDERGROUND, ZONING AND BUILDING SET BACKS, MUST BE CHECKED BY OWNER, ARCHITEC OR BUILDER BEFORE DESIGN OR CONTRUCTION BEGINS ON THIS PROPERTY. I HEREBY CERTIFY : That the attached Plan of Survey of the above described property is true and correct to the best of my knowledge, information and belief, as recently surveyed and p!atted under mydirection, also that there are not above—ground encroachments other that those shown. This survey meets the minimun technical standarc!s UNITEC that those shown. This survey meets the minimun,tecl YU%1,,,tandords set forth by the Florida Board of Land Surveyoro-'M u Qo",chapter61G17-6, Florida Administrative Code, Section`4t 1,71,0 "Statutes. SURVEYING, INC. so L.B. No. 3333 6187 NW 167th STREET, H-5 tAZkRO TEAL NSi PROF'E VEYOR MIAMI, FLORIDA, 33015 CERTff •int ° 90 PHONE: (305) 512-4940 THIS IS A BOUNDARY SURVEY STAT' I.. 7 IDA NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL WITH AND I 'q- I I r0 I I N I DA J RAL FOUND DRILL HOLE' IN CONC. BASE TIONS J 0.5' J r, WELL - 2.5'x2.5' A/C 35x6.4' A/C 2 UNITS) METAL GATE PLAN OF SURVEY VL MAY 10 2018 1 15' ALLEY 9' PAVEMENT WOOD FENCE TYPICAL) I t 7.4 0 28.5' 40 '5' 3' 7.05, POOL d POOL SPUMPM c 35.5' a. TILES c 5' 8.90 8, N4aCOVERED° QIP' 1.45' J.JJ 55.20' 1 AND 2 STORY C.B.S. 1.60' 87 N.E. 92nd ST. MIAMI SHORES, FL. 33138 Cq 19.40' w 18.40' 0 13.70' . 7.77' 0 0 FOUND 3/8' N RE -BAR NO CAP) a 23.5' PARKWAY a N o PAYERS N DRIVE a 4. 28.10' TILES - t'11Kcti FOUND 3/8' RE -BAR (NO CAP) 19.5' ASPHALT 5' GRASS 18' PAVEMENT N.E. 92nd ST. M FOUND NAIL SCALE 1 "=25' Y a• Z- 2 C2 a •• „• ••••,• 1, •••••• z , PAVERS • • , .. • • FOUI NAIL N UiN ucHr—J POLE R=25.00' 1=9921'00' A=39.42' T=25.15' J Z O n A...ARC DISTANCE A/C...AIR CONDITIONING CBS CONCRETE BLOCK STRUCTURE O.U.L...OVERHEAD UTILITY LINE CL..CLEAR C/L..CENTER UNE RAD RADIAL ENC... ENCROACHMENT W R/W...RIGHT OF WAY FIP...FOUND IRON PIPE O.H...OVER HEAD W.M...WATER METER C.H...CHORD DISTANCE P/L..PROPERTY UNE CONC...CONCRETE F.H...FIRE HYDRANT UP UTILITY POLE 0 f R...RADIUS U.E...UTILITY EASEMENT A...CENTRAL ANGLE PL..PLANTER T...TANGENT C.B....CATCH BASIN