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RC-16-634 (2)Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit No. RC-3-16-634 Permit Type: 'Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 5/19/2017 I Expiration: 11/15/2017 Project Address Parcel Number Applicant 10125 BISCAYNE Boulevard 1132050190190 Miami Shores, FL 33138-2647 Block: Lot: BISCAYNE 10125 LLC BISCAYNE 10125 LLC Address 10125 BISCAYNE Boulevard MIAMI SHORES FL 33138- 10125 BISCAYNE Boulevard MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone TOSCANA CONSTRUCTION GROUP II (786)953-2130 In Review Date Approved:: In Review Date Denied: Type of Construction: NEW ADDITION TO INCLUDE A MA Occupancy: Single Family Stories: 1 Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: 2 Bathrooms: 2 Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: Bond Return : Classification: Residential Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $60.00 CO/CC Fee $50.00 DBPR Fee $45.00 DCA Fee $45.00 Education Surcharge $20.00 Permit Fee $3,000.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Scanning Fee $72.00 Technology Fee $80.00 Total: $4,112.00 (786)390-3177 Valuation: $ 100,000.00 Total Sq Feet: 626.53 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-16-58972 05/19/2017 Check #: 2432 $ 3,912.00 $ 200.00 03/10/2016 Check #: 2239 $ 200.00 $ 0.00 Bond #: 3406 Avauame i Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Building Review Building Review Mechanical Review Structural Review Structural Review Electrical F. Termite Letter F. Elevation Certificate Review Planning Review Plumbing Review Plumbing Review Plumbing Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and\zoning. Futhermore, I authorize the above -named contractor to do the work stated. May 19, 2017 Signature: Owner / Applicant / Contractor / Agent May 19, 2017 1 �` SHORES t� y�fN--►o c FCORIDA Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit No. RC-3-16-634 Permit Type: Residential Construction ' Work Class cation. Addition/Alteration Permit Status: APPROVED issue Date:511912017 1 Expiration: 11/1512017 Project Address Parcel Number Applicant 10125 BISCAYNE Boulevard 1132050190190 Miami Shores, FL 33138-2647 Block: Lot: BISCAYNE 10125 LLC Owner Information Address Phone Cell BISCAYNE 10125 LLC 10125 BISCAYNE Boulevard (786)390-3177 MIAMI SHORES FL 33138- 10125 BISCAYNE Boulevard MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone TOSCANA CONSTRUCTION GROUP II (786)953-2130 Valuation: $ 100,000.00 Total Sq Feet: 626.53 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: NEW ADDITION TO INCLUDE A MA Occupancy: Single Family Stories: 1 Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: 2 Bathrooms: 2 Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: Bond Return : Classification: Residential Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $60.00 CO/CC Fee $50.00 DBPR Fee $45.00 DCA Fee $45.00 Education Surcharge $20.00 Permit Fee $3,000.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Scanning Fee $72.00 Technology Fee $80.00 Total: $4,112.00 Building Department Copy Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-16-68972 05/19/2017 Check #: 2432 $ 3,912.00 $ 200.00 03/10/2016 Check #: 2239 $ 200.00 $ 0.00 Bond #: 3406 Avaname Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Building Review Building Review Mechanical Review Structural Review Structural Review Electrical F. Termite Letter F. Elevation Certificate Review Planning Review Plumbing Review Plumbing Review Plumbing Declaration of Use 2 CQvt,�,�Y- 1��c . �2Z ' \v 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 ,ECEIVED APR p2811017 S fil FBC 20 <<-� Master Permit No. P, L l n'�J Q Sub Permit No. OBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JK<ANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10125 BISCAYNE BLVD City: Miami Shores County: Miami Dade Zip: 33138 11-3205-019-0190 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): BISCAYNE 10125 LLC Phone#: 786 390 3177 Address: 1680 MICHIGAN AVE SUITE 910 City: MIAMI BEACH State: FL Zip: 33139 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: TOSCANA CONSTRUCTION GROUP INC Phone#: 786 953 2130 Address: 6365 COLLINS AVE UNIT 804 City: MIAMI BEACH State: FL Zip: 33141 CHACON DIMAS EDUARDO Qualifier Name: Phone#: CGC 1525182 State Certification or Registration #: DESIGNER: Architect/Engineer: Certificate of Competency #: Address: City: State:: Zip: Value of Work for this Permit: $ �� !%�� Square/Linear Footage of Work: Type of Work: Z Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $O Permit Fee $ pp S 0 V 3 CCF $�n CO/CC $ S 0 Scanning Fee $ Z.Radon Fee $ Q S DBPR $ cis Notary $ Technology Fee $^ Training/Education Fee $ 7 Double Fee $ *' Structural Reviews $ Bond $ t!50 0 TOTAL FEE NOW DUE $ 3 u--1 L (Revised02/24/2014) 19 I I % . 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 Signature NE rAGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 'z-t day of Ai )Qt l 20 is by day of AF L .20 _l : by n � (Ca o, d i 0 Is eh ecile& � , who is personally known to to �-LQ�.S �- L) csz. A 6 ChAr o is personally known to me or who has produced as me or who has produced identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: as Sign: Sign: Print: L5,�e2�6 (we? Print: L/S�(' � oeev Seal:`�� A�4 ppe . Wbeth Lopez Pimentel seal: Ldeth LopeZ Pimentel g`�C ,*_ COMMISSIONtFF922657 _ = COMMISSIONIFF922657 EXPIRES: September 30, 2019 EXPIRES: Sept#e.mber 30, 2219 �p nn W'JONNOTARY.COM APPROVED BY'E 1 Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 *"Y APP"RAISER W�'-:4-`OFFICE OF THE PROPERI Summary Report Property Information Folio: 11-3205-019-0190 Property Address: 10125 BISCAYNE BLVD Miami Shores, FL 33138-2647 Owner BISCAYNE 10125 LLC Mailing Address 1680 MICHIGAN AVE 910 MIAMI BEACH, FL 33139 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths I Half 2/2/0 Floors 1 Living Units 1 Actual Area 2,090 Sq.Ft Living Area 1,520 Sq.Ft Adjusted Area 1,801 Sq.Ft Lot Size 14,028 Sq.Ft Year Built 1957 Assessment Information Year 2016 2015 2014 Land Value $383,496 $349,076 $309,043 Building Value $128,483 $125,350 $122,108 XF Value $0 $2,621 $2,656 Market Value $511,979 $477,047 $433,807 Assessed Value $511,979 $477,047 $366,735 Benefits Information Benefit Type 2016: 2015 2014 Non -Homestead Cap Assessment Reduction 1 $67,072 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 8 REV PB 43-67 LOT 8 LESS BEG SW COR LOT 7 TH SWLY27.41FT NWLY120.59FT NELY52.35FT SELY128FT TO POB & LOT 9 LESS NWLY12FT FOR R/W Generated On : 5/4/2017 Taxable Value Information 20161 2014 County Exemption Value $0 $0 $0 Taxable Value $511,979 $477,047 $366,735 School Board Exemption Value ! $0 $0 $0 Taxable Value $511,979 $477,047 $433,807 City Exemption Value E $0 $0 $0 Taxable Value $511,979 $477,047 $366,735 ..................... . Regional Exemption Value_®�_ $0 $0 $0 _._ Taxable Value _.._....._� ._. -. $511,979 .._ - �_... $477,047 _ ___-.................. $366,735 Sales Information Previous OR Book - Price Qualification Description Sale Page 10/24/2015 $496,000 30280-0036 Qual by exam of deed 05/12/2015 $480,000 29632-1960 Affiliated parties Financial inst or "In Lieu of 08/26/2014 $365,100 29292-0162 Forclosure" stated 05/01/2005 $550,000 23429-0866 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer. asp Version: http://www.miamidade.gov/propertysearch/ 5/4/2017 2017 ,FLORIDA LIMITED LIABILITY COMPANY ANNUAL REPORT DOCUMENT# L16000156453 Entity Name: BISCAYNE 10125 LLC Current Principal Place of Business: 1680 MICHIGAN AVE SUITE 910 MIAMI BEACH, FL 33139 Current Mailing Address: 1680 MICHIGAN AVE SUITE 910 MIAMI BEACH, FL 33139 US FEI Number: 81-3643459 Name and Address of Current Registered Agent: SUNNY HOUSES CONS LLC 1680 MICHIGAN AVE STE 910 MIAMI BEACH, FL 33139 US FILED Mar 18, 2017 Secretary of State CC7793955685 Certificate of Status Desired: No The above named entity submits this statement for the purpose of changing its registered office or registered agent, or both, in the State of Florida. SIGNATURE: Electronic Signature of Registered Agent Date Authorized Person(s) Detail Title MGR Name BENEDETTI, CLAUDIO Address 1680 MICHIGAN AV STE 910 City -State -Zip: MIAMI BEACH FL 33139 Title MGR Name SANTINI, ANDREA Address 1680 MICHIGAN AVE, SUITE 910 City -State -Zip: MIAMI BEACH FL 33139 I hereby certify that the information indicated on this report or supplemental report is true and accurate and that my electronic signature shall have the same legal effect as if made under oath; that I am a managing member or manager of the limited liability company or the receiver or trustee empowered to execute this report as required by Chapter 605, Florida Statutes; and that my name appears above, or on an attachment with all other like empowered. SIGNATURE: CLAUDIO BENEDETTI MGR 03/18/2017 Electronic Signature of Signing Authorized Person(s) Detail Date STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 CHACON, DIMAS EDUARDO TOSCANA CONSTRUCTION GROUP, INC. 14040 BISCAYNE BLVD, APT 617 NORTH>MIAMI FL331,B1 Congratulations! With this license -you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services; please log onto www.myftoridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe'lo department newtlettem and learn more,about -theMepartmemft initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! STATE DEPA •� ' PROF CGC1625182Q CERTIFIED GEN CHACON,. DIVA'. . t- TOSOAW COtgS (850) 487-1395 INESS AND. f LATION 03/30I2017 } .i f fS.?CERTIFIED'under,the"provisions-or Ch.488 FS. Expirafon o e:�: AUG 31'; 2018 L1103000JM28. DETACH HERE i .,I RICK. SCOTT GOVERNOR—,MATILDE MILLER, INTERIM SECRETARY , w STATE OF FLORIDA - DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD - LICENSE NUMBER The GENERAL'CONTRACTOR N4med Wow_IS CERTIFIED Under th a provisions'of_Chapter-48618 Expiration'date: AUG `31, 2018 CHACON, DIMAS EDUARDO ` r 'TOSCAN'ACQNSTRUCTI �I� P tNC: NIIAMIrBEACH „, FL,33.141 Apt.'..tl } fit. �! ��+. ,..• r r _ � r .,#. "' "`C �� ram` 1.. �' ��'4 W � ge � '4.�`6�'K �.�I s.. � Y w,i�c...-.,ate.-w.aai�,.-...... �' .. � ,�s�"�� . �..... 3.� :... 'tis .-,. ay • } ; -.. 4 'S�'s ISSUED: o3i3oi2o17 '&tkAYAS'REOUIRED BY LAW sEQ# L1703300000928 The GENERAL'CONTRACTOR N4med Wow_IS CERTIFIED Under th a provisions'of_Chapter-48618 Expiration'date: AUG `31, 2018 CHACON, DIMAS EDUARDO ` r 'TOSCAN'ACQNSTRUCTI �I� P tNC: NIIAMIrBEACH „, FL,33.141 Apt.'..tl } fit. �! ��+. ,..• r r _ � r .,#. "' "`C �� ram` 1.. �' ��'4 W � ge � '4.�`6�'K �.�I s.. � Y w,i�c...-.,ate.-w.aai�,.-...... �' .. � ,�s�"�� . �..... 3.� :... 'tis .-,. ay • } ; -.. 4 'S�'s ISSUED: o3i3oi2o17 '&tkAYAS'REOUIRED BY LAW sEQ# L1703300000928 Business Tax Receip 'M Miami-DadeLocal County, -THIS IS NOT A BILL - DO NOT PAY i 223486 BUSINESS NAME/LOCATION TOSCANA CONSTRUCTION CROUP 6365 COLLINS AVE STE 804 MIAMI BEACH FL 33141 OWNER TOSCANA CONSTRUCTION GROUP INC tl LISSETH LOPEZ «' NEW 75080951 SEC, TYPE OF BUSINESSWIT 196 GENERAL BUILCANG CONTRACTOR CGC152S18'' This Local Bu tows Tax Receipt only onit t of the La"I Business Tax. The I1AK*$to vomit, or# certification of the holder s g alrficati to do business. Holder amitst Coal* Wkb t 4V B a ngoyernmental regulatory laws and risquite-monu which apply to the business The RECEIPT NO above must he irisplayod on all conwiercial vehicles - Mid -lie of 17 re ftfo t1w visit �Q4.9+ 11t -� TOSCA-4 OP IDffi LEG — DATE (MMIDD/YYYY) 04/28/2017 ACORLO' `„. CERTIFICATE OF LIABILITY INSURANCE 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 -a" ADDITIONAL INSURED,, the pol'rcy(les) mmt, have ADDITIONAL INSUIRED provfslons or be errdorsed. IF' SUBROGATION IS. WAIVED, subject to the, terms, and conditionsof the policy; certain policies:s may, require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsements . PRODUCER 305-648-7070 Avante Insurance Agency, Inc. 7490 West Flag ler Street Miami, FL 33144 CONTACT Gabriela F. Dominguez PHONE 305-648-7070 FAX 305-648-7090 A/C, No, E:t): (A/C, No): M Gabrfela F. Dominguez INSURERS AFFORDING COVERAGE NAIC # INSURER A: United Specialty Insurance Co. 12537 INSURED Toscana Construction Group Inc 6365 CoUi is Avenue #804 Miami Beach, FL 3MM INSURERS. INSURER C INSURER D : INSURER E : INSURER F: rnVGoer-Gs rFRTIFICATP NI IMRFR- RPVICIAN 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 MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE 'ADDLSUE POUC.Y NUMBER: POLICY'EFF` M POLICY'EXP M LIMITS, A' X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE F`X] OCCUR DCG04925-00 04/17/2017 04/17/2018 EACH OCCURRENCE 1,000,000 DAMAGE TO RENTEDPREMISES 100,000 MED EXP (Any one erson 5,000 PERSONAL & ADV INJURY 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY Eljp0. LOC OTHER: GENERAL AGGREGATE 2,000,000 PRODUCTS - COMP/OP AGG 2,000,000 AUTOMOS&E iAABfLf" ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS AUTOS ONLY NO ONL� L'CX'!994 DSINGLE L/te312 ..$ BODILY INJURY Perperson) $ BODILY INJURY Per accident _ PROPERTY AMAGE Pere. cdent UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE AGGREGATE $ DED RETENTION $ WORKERS COMPENSATION :AND EMPLOYERS'UABILITY Y'/ N ANYPROPRIETOR/PARTNER/EXECUTIVE F—]E.L. OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N I A PER` STAT ' - . EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT E4 SCRIPTJOtI OF OPERATI NS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) MIAMISV Miami Shores Village Building Dept. 10050 N.E. 2nd Avenue Miami Shores, 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 ACORD 25 (2016/03) ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD • Ir ACC> iY CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) 04/20/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy (ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater FL 33756 CONTACT NAME: PHONE A/C No EXt : 800 277-1620 X4800 FAX A/C No): 727 797-0704 E-MAIL ADDRESS: INSURERS AFFORDING COVERAGE NAICx INSURER A: Frank Winston Crum Insurance Company 11600 INSURED FrankCrum L/C/F Toscana Construction Group, Inc. 100 South Missouri Avenue Clearwater FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 427584 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSRD SUBR WVD POLICY NUMBER POLICY EFF (MMtDD/YYYY) POLICY EXP (MMrOD/YYYY) LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS--r OCCUR DAMAGE TO RENTED PREMISES Ea occurrence $ MED EXP (Any one person) $ PERSONAL S ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY O PROJECT OLOC PRODUCTS-COMP/OPAGG $ $ OTHER AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Eaaccident) $ BODILY INJURY Per erson $ ANY AUTO OWNED AUTOS SCHEDULED ONLY AUTOS BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per acc'de $ HIRED AUTOS NON -OWNED ONLY AUTOS ONLY UMBRELLA LAB OCCUR EACH OCURRENCE AGGREGATE $ EXCESS UAB CLAIMS -MADE DEC) I I RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y/N WC201700000 01/01/2017 01/01/2018 X PER STATUTE 0T1- ER E.L. EACH ACCIDENT $1.000.000 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? N/A (Mandatory In NH) Ifyes, describe under E.L. DISEASE -EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS belm DISEASE -POLICY LIMIT DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached If more space Is required) Effective 04/17/2017, coverage is for 100% of the employees of FrankCrum leased to Toscana Construction Group, Inc. (Client) for whom the client is reporting hours to FrankCrum. Coverage is not extended to statutory employees. CERTIFICATE HOLDER CANCEI I. ATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REP SENTATIVE Miami Shores Village Bldg. Dept. 10050 NE 2nd Ave. Miami Shores, FL 33138 ©1988-2016 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD BUILDING PERMIT APPLICATION UILDING ❑ ELECTRIC ❑ PLUMBING ❑ MECHANICAL JOB ADDRESS: Miami Shores Village wED Building Department TR 10 tots 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY, Tel: (305) 795-2204 Fax: (305) 756-8972 , • , INSPECTION LINE PHONE NUMBER: (305) 762-4949 �— FBC 20 I� Master Permit No. Ic_ Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores ' County: Miami Dade ('�ip:� 331 �) S Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load OWNER: Name (Fee Simple Titleholder): Address: / bso �K IG(r City: A.(/lAt:�-/ Tenant/Lessee Name: Email CONTRACTOR: Company Name: Address: City: /,4-A-1 ualifier Nam15: L .` State Certification or Registration #: DESIGNER: Architect/Engineer: Address: / Value of Work for this Permit -�$ ! 4112 Type of Work: 4 Addition ❑ Al Description of Work: 410 'qd /OZ)/Y) Construction Type: ne: / BFE: FFE: one#: 30�03� l3Z St eNvf Zip: Phone#: GTZG 4226 Phone#--;�8 7 ` &41 366 _ te: Zip: Phone#: Certificate of Competency #: Phone#: City: State: Zip: Square/Linear Footage of Work: _ D New ❑ Repair/Re ace' El Demolition Specify color of color thru tile: //,,--�� Submittal Fee $ 2 W ' CD Permit Fee $ 3QW • Q CCF $ �W 0' CO/CC $ '0 Q Scanning Fee $ + Z Q Radon Fee $ "► ' CA DBPR $ Notary $ Technology Fee $ �/y' �7 Training/Education Fee $ 2n - CA Double Fee $ Structural Reviews $12-0 - W ►zo, 6zs) Bond $ 5(53 • a3 TOTAL FEE NOW DUE $ 31 k412' Q (Revised02/24/2014) 3/ o1 12, oo . '` , Bonding Company's Name (if applicable) Bonding Company's Address City yd 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 NER or AGENT Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this �Z day of ( )0/-1) 20 by _(2 day of LZl 20 by who is ersonally known t A ,,-,-v wh55�!2� me or who has produced as me or who has produced identification and who did take an oath. NOTARY PUBLIC: Notary Public State of Florida dos Pereira Sign: f o O►r+Ot Expires 08/16/2016 Print: Seal: identification and who did take an oath. Pui6 S <." .v ,.' rida My Commissic n : E s27629 Of NO' NO' Expires 08/16,' o Z APPROVED BY (� Plans Examiner v Zoning NOTARY PUBLIC: Sign: 0 Print: Seal: r Structural Review Clerk (Revised02/24/2014) Pwvg, Search Application - Miami -Dade County Page 1 of 1 OFFICEGF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3205-019-0190 Property Address: 10125 BISCAYNE BLVD Miami Shores, FL 33138-2647 Owner MDHI FOUR LLC Mailing Address _...._...___ 1680 MICHIGAN AVE 910 MIAMI BEACH, FL 33139 USA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/2/0 Floors 1 Living Units 1 Actual Area 2,090 Sq.Ft Living Area 1,520 Sq.Ft Adjusted Area 1,801 Sq.Ft Lot Size 14,028 Sq. Ft Year Built 1957 Assessment Information Year 2015 2014 2013 Land Value $349,076 $309,043 $208,596 Building Value $125,350 $122,108 $122,108 XF Value $2,621 $2,656 $2,692 Market Value 1 $477,047 $433,807 $333,396 Assessed Value 1 $477,047 $366,735 $333,396 Benefits Information Benefit Type 2015 2014 2013 Non -Homestead Cap Assessment Reduction $67,072 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 8 REV PB 43-67 .__.............. LOT 8 LESS BEG SW COR LOT 7 TH SWLY27.41 FT NWLY120.59FT NELY52.35FT SELY128FT TO POB & LOT 9 LESS NWLY12FT FOR RAN Generated On : 3/10/ Taxable Value Information 2015 2014 2 County Exemption Value $0 $0 Taxable Value $477,047 $366,735 $333.. School Board Exemption Value $0 $0 Taxable Value $477,047 $433,807 City Exemption Value $0 $0 Taxable Value $477,047 $366,735 $333. Regional Exemption Value $0 $0 Taxable Value $477,047 $366,735 $333.. Sales Information Previous OR Book - Price Qualification Description Sale Page 05/12/2015 $480,000 29632-1960 Affiliated parties Financial inst or "In Lieu of 08/26/2014 $365,100 29292-0162 Forclosure" stated 05/01/2005 $550,000 23429-0866 Sales which are qualified 12/01/2004 $420,104 22942-3458 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appra and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at hftp://www.miamidade.gov/info/disclaimer.asp Version http://www.miamidade.gov/propertysearch/ 3/10/2016 7/21/2015 Detail by Entity Name Detail by Entity Name Florida Limited Liability Company MDHI FOUR LLC Filing Information Document Number FEI/EIN Number Date Filed Effective Date State Status Principal Address 1680 MICHIGAN AVE STE 910 MIAMI BEACH, FL 33139 Mailing Address 1680 MICHIGAN AVE STE 910 MIAMI BEACH, FL 33139 L14000169086 47-2217807 10/30/2014 10/30/2014 FL ACTIVE Reaistered Aaent Name & Address SUNNY HOUSES CONS LLC 1680 MICHIGAN AVE STE 910 MIAMI BEACH, FL 33139 Authorized Person(s) Detail Name & Address Title MGR BENEDETTI, CLAUDIO 1680 MICHIGAN AVE STE 910 MIAMI BEACH, FL 33139 Annual Reports Report Year Filed Date 2015 03/21 /2015 http://search.sunbiz.org/Inquiry/C orporationSearch/SearchResultDetai Pi nqui rytype= EntityN am a&di recti onType= Initi al&searchN am eOrder=M DH IFOU R%20L... 1 /2 7/21 /2015 Document Images 03/21/2015 -- ANNUAL REPORT 10/30/2014 -- Florida Limited Liability Detail by Entity Name View image in PDF format View image in PDF format http://search.sunbiz.org/Inquiry/Corporati onSearcWSearchResultDetail?i nqui rytype= EntityNam a&di recbonType= Initial &searchN ameOrder=M DH IFOU R%20L... 2/2 CGC 1518830 ISSU I. CERTIFIED GENERAL CONTRAC TOSCANA CONSTRUCTION. CERTIFIED under the provisions of Ch 489 F xPoratson date A0 CITY OF MIAMI BEACH CERTIFICATE OF USE, ANNUAL FIRE FEE, AND BUSINESS TAX RECEIPT 1700 Convention Center Drive Miami Beach, Florida 33139-1819 TRADE NAME; TOSCANA CONSTRUCTION, INC IN CARE4�,-) :,&ORIA GIORGI i - SS, 1 Obb 5TH ST, ST15 ADDRE' 400 BOX Ai412 t iv6tltMi BEACH. PC 33130 P 6601 f A penalty 193R'p`5`4eW6r failure to keep this Businesb Tax Receipt exhibited conspfc—Rously at your place of business. A certificate of Use / Business Tax Receipt issued under this article does not waive or supersede other City -laws. does not constitute City approval of a particular business activity and does not excuse the licensee from all other laws applicable to the licensee's business, This Receipt maybe transferred: A. Within 30 days of'a bonalide sale, otherwise a complete annual payment is due. S. To another location within the City if proper approvals and the Receipt are obtained prior to the opening of the new location Additional information Storage Locations RECEIPT NUrABER, RL-10005333 r;_-= Bebinning,,�1'0101/201 5 p )- ires.09/301216 TRADE ADDkEgS: f0_00 STH ST, STE 200 BOX A-412 Code Certificate of Use/Occupation 004603 i CONSTRUCTION CONSULTANT FROM: CITY OF MIAMI BEACH PRESORTED 1700 CONVENTION CENTER DRIVE FIRST CLASS U.S. POSTAGE MIAMI BEACH, FL33139-1819 PAID MIAMI BEACH. FL PERMIT No 1525 TOSCANA CONSTRUCTION, INC 100 LINCOLN RD, APT 724 MIAMI BEACH, FL 33139-2013 TOSCA-2 OP ID: LEGO CERTIFICATE OF LIABILITY INSURANCE D03/10/2016Y) 03/10/2016 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 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 endorsements . PRODUCER Avante Insurance Agency, Inc. 7490 West Flagler Street Miami, FL 33144 Gabriela F. Dominguez CONTACT NAME: PHONE FAX A/C No Ext : A/C No): E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A: International Ins Co Hannover INSURED Toscana Construction, Inc 55011th Street Suite 104 INSURERB: Miami Beach, FL 33139 INSURERC: INSURER D : INSURER E : 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. INSR LTR TYPE OF INSURANCE ADDL SUBR POLICY NUMBER POLICY EFF MMIDD/YYYY POLICY EXP MMIDD/YYYY LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE Fx] OCCUR IG06CO01256 02 07/02/2015 07/02/2016 EACH OCCURRENCE $ 1,000>00 PAMAGE TO REMISES Ea oc urD-ren $ 100,00 MED EXP (Any one person) $ 5900 PERSONAL & ADV INJURY $ 1,000,00 GENERAL AGGREGATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO LOC PRODUCTS - COMP/OP AGG $ 2,000,00 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIREDAUTOS AUTOS COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE PERACCIDENT $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? ❑ (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A WC STATU- OTH- T RY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT 1 $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) General Contractor CITYMSH City of Miami Shores 10050 NE 2nd Avenue 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 ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD ACC> br CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDD/YYYY) 03/10/2016 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 policy Iles) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater, FL 33756 CONTACT NAME: PHONE A/C, No, Ext : 1-800-277-1620 x4800 FAX A/C, No): 727 797-0704 E-MAILADDRESS: INSURERS AFFORDING COVERAGE NAIC# INSURER A: Frank Winston Crum Insurance Co. 11600 INSURED FrankCrum L/C/F Toscana Construction, Inc. 100 South Missouri Avenue Clearwater, FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 357410 REVISION NUMBER, THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSRD SUBR NAND POLICY NUMBER POLICY EFF (MM/DDNYYY) POLICY EXP (MM/OD/YYYY) LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS -MADE OCCUR DAMAGE TO RENTED PREMISES Ea occurrence $ MED EXP (Any one person) $ PERSONAL&ADV INJURY $ AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ GEN'L POLICY a PROJECT OLOC PRODUCTS-COMP/OPAGG $ OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ ANY AUTO OWNED AUTOS SCHEDULED BODILY INJURY (Perperson) $ ONLY AUTOS BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ HIRED AUTOS NON -OWNED ONLY AUTOS ONLY UMBRELLA LIAB H OCCUR EACH OCURRENCE $ AGGREGATE $ EXCESS LIAR CLAIMS -MADE DED I RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y/N WC201600000 01/01/2016 01/01/2017 X PER STATUTE OTH- ER E.L. EACH ACCIDENT $1000000 ANY PROPRIETOR/PARTN(ECUTIVE OFFICER/MEMBER EXCLUDED? N/A (Mandatory in NH) If yes, describe under E.L. DISEASE -FA EMPLOYEE $1 000 000 DESCRIPTION OF OPERATIONS below E.L. DISEASE -POLICY LIMIT $1.000.000 DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) Effective 06/01/2014, coverage is for 100% of the employees of FrankCrum leased to Toscana Construction, Inc. (Client) for whom the client is reporting hours to FrankCrum. Coverage is not extended to statutory employees. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WTH THE POLICY PROVISIONS. City of Miami Shores AUTHORIZED REPRESENTATIVE 2nd Ave. Miami /�� ♦ +'"� Miami Shores, FL 33138 ©1988-2016 ACORD CORPORATION. All rights reserved. ACORD 26 (2016103) The ACORD name and logo are registered marks of ACORD Cep BUILDING PERMIT APPLICATION RECEIVE[) Miami Shores Village 5 '' 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 FBC 201'-A Master Permit No. RC-3-16-634 Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION USHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10125 BISCAYNE BLVD City: Miami Shores County: Miami Dade Zio: 33138 11-3205-019-0190 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: BISCAYNE 10125 LLC 786 390 3177 OWNER: Name (Fee Simple Titleholder): Phone#: 1680 MICHIGAN AVE SUITE 910 Address: MIAMI BEACH FL 33139 City: State: Zip: Tenant/Lessee Name: Phone#: Email: TOSCANA CONSTRUCTION GROUP INC 786 953 2130 CONTRACTOR: Company Name: Phone#: 1881 79TH STREET CSWY UNIT 1701 Address: NORTH BAY VILLAGE FL 33141 City: State: Zip: CHACON DIMAS EDUARDO Qualifier Name: Phone#: CG C 1525182 State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 6f2 a6 ulf,zas Specify color of color thru tile: 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 $ (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 Zi 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 OWNER or AGENT The foregoing instrument was acknowledged before me this _I / dayof AU 4US i 120 / 9 by C/ 0L -UJ I 0 nl7C nc-0041 who is erso�nally known to me or who has produced CONTRACTOR The foregoing instrument was acknowledged before me this _0 day of QQ(4i)d 20 by E�QfkaA tb11..1AS CYAcaei. who is personally known to as me or who has produced M identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: 1 `� Print: �l) L n,e Print: ZJ��/ Z t o e3 r'i ueo-)e Z Seal: 140 : WWILopez Pimentel Seal: • r v�`' _ lisheth Lopez Pimentel _x_ COMMISSIONIFF922657 fir �_ COMMISSION fFF922657 = — EXPIRES: September 30, 2019 EXPIRES: September 30, 2019 •�A1`***Y4B�i1�IU41iAk4Y�Gitlluk***************************(H�t��****WWW*AAR#********** APPROVED BY Plans Examiner Zoning (Revised02/24/2014) Structural Review Clerk �--- '0000"N TOSCA41 " 3►12 7►.. CERTIFICATE OF LIABILITY INSURANCE FD 04E1'2 IDD/YYYY) 04ar20� 7 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer riahts to the certificate holder in lieu of such endorsement(s). PRODUCER ........ w--- Avante Insurance Agency, Inc. PHONE 305-648-7070 FAX '1 -648 7090 7490 West Flagler Street (AIC No, Ext� __ ,, ...,,",JA/C No1?_.._, Miami, FL 33144 Gabriela F. Dominguez IN§ RER(S AF) FORDING COVERAC+E NAIL INsug R A; United Specialty Insurance Co. 12537 INSURED Toscana Construction Group Inc INSURER B .�__...................... 6365 Collins Avenue #804� Miami Beach, FL 33141 IN4JRERC -- '.INSURER D : _ ,..._.. ..— ---�-- INSURERE: _ INSURER F : ...•.. .,+.«... r..n-n e.e»...r.r.�.-.►r .., rarnr•�n_ DCtllain .1 R21 IAAI%90 YTHIS 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. POR'............_._ - _ TYPE OF INSURANCE AbDL $US POLICY NUMBER POLI Y EFE POLICY EXP LIMITS ..,...—. ............ ,.�,,,,,,� F,A NiitGURRENGE _IS_, 'R A X COMMERCIALGENERALLIABIUTY 1,OOi),000 CLAIMS MADF OCCUR DGG04925-ti0 04/17/2017 04f17/2016 DAMAGE TO RENTED —._....._100,000 _.. MEtJ EXP.fI!Jl_�nt�t 5,000 �........-.,._ P ^ 3NA A,.ADVI isU . s.._..., 1,000,000 2 OOO,OOO GOTL AGGREGATE LIMIT APPLIES PER: � LOC GEt RRRt,6GGRE'GA,L PR UC7S Gf,�YIIPppPAiiC 2 ODU ODU % . POLC'Y ,„ Ct?MBINEO SINGE LIMI I AUTOMOBILE LIABILITY---------_—A-.-- I ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS BOLJI YL iNJ 2 LPer tu�D NO pI��t 7b5GN_Y AUTO FUaPER em' MAGE ,C�....,.»..-«.--..— S. _-.—......-....._.._.W . . _._.__.. UMBRELLA LIAR OCCUR I EXCESS LIAB CLAIMS -MADE — P R O7H - - - ` JED RETENTION$' WORKERS COMPENSATION - !AND EMPLOYERS' LIABILITY YIN —� ANY PROPRIETOR/PARTNER/EXECUTIVE IKf EXCLUDED? NIA aPIGER/MEMBF ndatnryinN El_AEiii1,{YEC 5�...............................,....._....._.__...... jNyar desrribeunder •RtxT}.N � pERATIl7N8 €€ i �i..oiSEr_:. EI YUhiIT: �......a� �,...�....,.__,..__ -yt?i. i • a 13ESCRIPT106 OF $ NS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) enera �J PERAAr MIAMISV SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village ACCORDANCE WITH THE POLICY PROVISIONS. Building Dept. 10050 N.E. 2nd Avenue AUTHORIZED REPRESENTATIVE Miami Shores, FL 33138 - ----------- ACORD 25 (2016/03) v Tylsa-cu to l+a.vrw �..+..�.+.�.• • •- • y -- - - The ACORD name and logo are registered marks of ACORD Pt QC. 1(0 - (034 -D .o s?h ' TRUSS COMPANY, INC. UP SN (J T �l�i_l� Q,. Trusses & Building Materials :i�1 980 SVV-?52 Street, Miami, Florida 33032 elephone: (30-5-) 57-1910 Fax: (305) 257-191 www.de'i--otruss.com —WARNING: Extreme Care is requireandVing� ,Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering pac BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utitiJd'. herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loacis imposed by The Building Code. PERMANENT BRACING shall be designed and specified by thd��ilding designed• for the structural safety of the building. It shall be the responsibility of the building desigpgr tg0dicate size, location and attachments for all permanent bracing as required by design analysis. The design,"Iocatiogof all, bracing shall be such that they work together with other structural parts of the building (sudi.as shear;M s� � portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity fepmement %cidrV includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web IVII'r Mr Planes *rhe ' Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of ThQ*Mrding Designer. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANS*Ig" • 95 & WTCA-9S for further information) • . TRUSS ERECTOR / INSTALLER (Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet j Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses & Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re: 10129: Site Information: Project Customer: Enrique Banegas Job Name ADD:10125BISCAYNE BLVD.(Y.R.) Lot/Block: Subdivision : Site Name: Site Address: 10125 BISCAYNE BLVD. MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/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 38 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 Engi@eer.and tms.igd2x shy... conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers-Mes. •. No. Date Truss ID# Seal# 1 08/03/17 Al 2 08/03/17 A2 3 08/03/17 A3 4 08/03/17 A4 5 08/03/17 A5 6 08/03/17 A6 7 08/03/17 A7 8 08/03/17 A8 9 08/03/17 A9 10 08/03/17 AG10 11 08/03/17 61 12 08/03/17 B2 13 08/03/17 63 14 08/03/17 64 15 08/03/17 135 16 08/03/17 136 17 08/03/17 BG7 18 08/03/17 CJ3 19 08/03/17 CJ3A 20 08/03/17 D2 21 08/03/17 DG1 22 08/03/17 J1 23 08/03/17 J1A 24 08/03/17 J3 No. Date Truss ID# Seal# 25 08/03/17 J3A 26 08/03/17 MV16 27 08/03/17 MV18 28 08/03/17 v11 29 08/03/17 V12 30 08/03/17 V16 31 08/03/17 V20 ' 32 08/03/17 V24 33 08/03/17 V28 34 08/03/17 V32 35 08/03/17 V5 36 08/03/17 V7 37 08/03/17 V8 38 08/03/17 V9 •••••• • • •....• •••• • ••••• • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • •••••• • • • • • • • • • • • • •••••• S HOP WM D8Nd'i'sO�t `lNliit` i� NedIM r � � � d*A so ellaeip.! �e • T dirt it �� >r woods. aloadlsitta� ec tl> NrIMl1r18 >rl► aims d di1A111110 MdoeM ra w 01*80dMN&` M Dolly —O k- L-7 by: The seal on this index sheet indicates acceptance of professional engineering responsibility 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 33176 Mahmound ZQlfaXW, P.E-. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 3I�� NOTE: The suitability and use of each component for any particular building is tg ne 305-253-2428 Fax305-23 .248 responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Florida Professiona>IEnginserie>gLii r:No.369, Special Inspector License No. 636 Page 1 of 1 Engineers Name Date do ...... .... . . ...... . .. ...... ..... . .... ..... ... . ...... ...... . .. .. .. ...... . . . . 2KI +ill Vit "2 iN s�► +rtx :� A&ftvnA bones �-�l��► � d'ti�t � �ti'+r�D � � rw�'iro r►►�li so ows twn*.q now� it_ � � t� awri��a �9 sdt lu 6es cart rt a goo *ow Ym , ;ow watvsn a� .j�r� gat �irgt'ts�q� Job Truss Truss Type Oty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 101A Al COMMON 3 1 Job Reference (optional) ULUU I KVJJ I,VMYHINT IINI ., YnnGeWn, — JJWG, l,tlllUS rUu necG nun. .. a .. ooi, �� i� •„ , �� ..� .. __. _ ID:R?eY1 GZwPtBbyfCSn2tPvryraon-SgotgNWcholiOLpZGDUmp22E?ZIYWfn3swirJUyrXXg 1-9-0 4-3-0 8-6-0 12-9-0 17-0-0 18-9-0 1-9-0 4-3-0 4-3-0 43 0 4-3-0 1-9-0 Scale = 1:32.5 4x4 = 2,67 F12 Io 44 = 44 = • • •••• •••••• 8-6-0 17-0-0 • • • • • • • • 8-6-0 Plate Offsets X Y — 2:0-1-7 0-2-0 6:0-1-7 0-2-0 8:0-4-0 0-3-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • •PLATES • GRI R * • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) -0.14 8 >999 360 • MT20 • *20W: 0 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.45 8-11 >454 240 0000 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.23 HorzTL 0.06 6 n/a n/a 00000 BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • Weight: 73jb :M.F 0 LUMBER- BRACING- *' CHORD Structural sheathing dire(:y applieaor 3-1-4 oc puriins. • • TOP CHORD 2x4 SP No.2 TOP wood BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 1-0-6 oc to acing. • • • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stablyaqd required gross racing be insj�lled durif truss erection in accordance with SlabAzer Installation vide. •zers • • • • REACTIONS. (lb/size) 2=109510-8-0 (min. 0-1-8), 6=1095/0-8-0 (min. 0-1-8) •,. : •. • Max Horz2=57(LC 4) • • Max Uplift2=435(LC 4), 6=435(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=401/44, 10-15=-2561/1336, 3-15=-2545/1343, 3-16=-196311019, 416=-1932/1025, 4-17=-1932/1025, 5-17=-1963/1019, 5-18=-2545/1343, 13-18=-2561/1336,6-13=-401/43 BOT CHORD 9-11=-140/399, 11-19=-1191/2448, 8-19=-1191/2448, 8-20=-1191/2448, 14-20=-1191/2448,12-14=-112/399 WEBS 4-8=23/410, 5-8=-666/373, 3-8=-666/371, 2-9=-694/629, 10-11=-263/363, 9-10=-654/360, 2-11=-276/510, 6-12=694/629, 13-14=263/363, 12-13=-654/360, 6-14=-276/510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 5-6-0, Extedor(2) 5-6-0 to 8-6-0, Interior(1) 11-6-0 to 15-9-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=435, 6=435. 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 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Fatg neeriing Llmse.W 36921 Special Inspector Lic ense.'iio'636 Job Truss Truss Type Oty Ply 10125 BISCAYNE BLVD.(Y.R) 10129 A2 Common 5 1ob [DID Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza stun: 7.610 s Jan ze 2015 Print 7.610 s Jan 29 2015 Mi eK industries, Inc. I hu Aug 03 jam. 14.4 age I D: R?eY 1 GZw PtBbyfCS n2tPvryraon-ZtM F 1 jXES6 QZeVOlgw?? LFa PBzefF5fD5a R OrwyrXXf 1-9-0 4-3-0 8-6-0 12-9-0 17-0-0 1-9-0 4-3-0 4-3-0 4-3-0 4 3-0 Scale = 1:30.0 44 = 3x8 = exa = 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 Vert(LL) -0.14 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.46 7-10 >444 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • •••• •••••• WAID 0 • • ♦ • • i • •••• LATES GRIP ••�� ••••: �T20 •••• • ••••• • • • • ttight: 70 P• :M'6*- 0% • • • • • LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directy atji1cCpr 3-0-11 oc punins. • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or %3-15 oc bracing. • • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stabi4zers aV required g be inst!lled durineq truss erection in accordance with Slabili[er Installation uide. REACTIONS. (lb/size) 6=927/0-8-0 (min. 0-1-8), 2=1104/0-8-0 (min. 0-1-8) • • • 0000 • • • Max Horz2=69(LC 4) • • Max Uplift6=-290(LC 5), 2=-436(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-401/45, 12-14=2593/1410, 3-14=-2577/1416, 3-15=-2002/1106, 4-15=-1972/1113, 4-16=-1972/1115, 5-16=-2003/1109, 5-17=-2611/1581, 9-17=2662/1574, 6-9=-566/283 BOT CHORD 11-13=-148/407, 13-18=-1310/2480, 7-18=-1310/2480, 7-19=-1484/2553, 10-19=-1484/2553, 8-10=-397/631 WEBS 4-7=71/417, 5-7=-734/528, 3-7=-663/370, 6-8=-411/224, 9-10=-266/362, 8-9=677/390, 6-10=-301/528, 2-11=-696/636, 12-13=-277/394, 11 -1 2=-661/369, 2-13=-300/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Intenor(1) 1-2-10 to 5-6-0, Extenor(2) 5-6-0 to 8-6-0, Interior(1) 11-6-0 to 14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=290, 2=436. 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 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 Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 A3 Half Hip 1 1 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza nun. 7.610 s dan ro 2u io nun. r.o - s oral 4� <U 10 - 16 ��,, ,, __V -.. ,. -,- . ID: R?eY1 GZwPt13byfCSn2tPvryraon-ZtMF1jXES60ZeVOlgw??LFaPRzXoF2DD5aROrwyrXXf 1-9 0 5-2-12 10-5-8 17-0-0 1-9-0 5.2-12 5-2-12 6-6-8 Scale = 1:30.8 I 4x8 = 3x4 = 3x4 = J 10-5-8 • • •••• •••••• • • 1740-0 • • • • aau • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud • • • PLATES • GRIP : • • • •: 20 TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) -0.14 7-9 >999 3600000 •.ztl4i�a TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.37 7-9 >543 240 • • • A1T20HS • 1871143 • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.07 6 n/a n/a • • • • • ! 00000 79 0 BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) - - eight: s LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing c ire4 a&:e*dZr 3-2-12 oc puffins, except end veRi�als. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 20-0 oc bracing. • • 000900 WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4 6 • • • • • • MiTek recommends that Stabilirers and atequired cross bracing be inst I�cLgyyl truss erection in accordance witR 8tabiliPer Installati• uida • • REACTIONS. (lb/size) 2=1096/0-8-0 (min. 0-1-8), 6=919/0-8-0 (min. 0-1-8) • • Max Horz2=173(LC 4) Max Uplift2=-463(LC 4), 6=-333(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-11=-325/41, 11-13=-2502/1234, 3-13=2486/1243, 3-14=-1593/882, 4-14=-1545/892, 5-6=-286/244 BOT CHORD 10-12=-189/362, 12-15=1343/2387, 9-15=-1343/2387, 8-9=-1343/2387, 8-16=-1343/2387, 7-16=-1343/2387, 7-17=-925/1529, 6-17=925/1529 WEBS 3-7=-908/434, 4-7=-57/431, 4-6=-1558/938, 2-10=-704/655, 11-12=-291/250, 10-11=-631/303, 2-12=-306/531 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 6-2-9, Exterior(2) 6-2-9 to 10-5-8 zone;C-C for members and forces & MWFRS for reactions shown; 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 100 lb uplift at joint(s) except Qt=lb) 2=463, 6=333. 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 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 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. 06`` Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) A4 Half Hip 1 1ob [DD10125 Reference o tional I...• Th„ A„n n'3 I1 d�7A 7nt7 Pa a'I DECO TRUSS COMPANY INC., Pnnceton, FL 33032, Carlos Formeza Run. 7.610 � uan 4v ;�u " ....,1.. � tea, �.. ,•„ • �.,,,��•, •� ,• • • • •_ .._ __ ._... __ __ .. . ID:R?eY1GZwPtBbyfCSn2tPvryraon-ZtMF1jXES6QZeVOIgw??LFaP zXYFw2D5aROrwyrXXf 1-9 0 6-2-12 12-5-8 17-0-0 1-9-0 6-2-12 6-2-12 4-6-8 Scale = 1:30.8 I 4x4 = 4x8 = 2x4 II 5 • • • • • • • • • • • • �-UU •••• •• 4-G-i-V • a CSI. DEFL. in (loc) I/deft Ud ••PLATES • GR••••••• •: • • LOADING (psf) TCLL 30.0 SPACING- Plate Grip DOL 2-0-0 1.33 TC 0.69 Vert(LL) -0.13 7-9 >999 360 • • • • MT20 • tl"11110 MT20HS 187/143 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.41 7-9 >493 240 • BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.06 6 n/a n/a • 0 • • • • 000 • • • • • ►Jeight:8(li • Fi=0% BCDL 10.0 Code FRC2014ITP12007 (Matrix-M) LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly allplietl or 3-3-0 oc purlins, except end vertiipals. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or•2-2-0 oc gracing. • • • • • • • • 132: 2x4 SP No.2D MiTek recommends that StaRlizers slid requiredcross bracing be installed durjpg WEBS 2x4 SP No.2 truss erection in accordance 't S•ta izer Installation guide. • • • • • • • REACTIONS. (lb/size) 2=1096/0-8-0 (min. 0-1-8), 6=919/0-8-0 (min. 0-1-8) • • Max Horz 2=199(LC 4) Max Uplift2=458(LC 4), 6=337(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-328/27, 11-13=-2476/1122, 3-13=-2460/1133, 3-14=-1142/583, 4-14=-1078/593 BOT CHORD 10-12=-218/366, 12-15=-1260/2358, 9-15=-1260/2358, 8-9=-1260/2358, 8-16=-1260/2358, 7-16=-1260/2358, 7-17=-639/1075, 6 17=-639/1075 WEBS 3-9=0/286, 3-7=-1346/646, 4-7=-113/470, 4-6=-1271/753, 2-10=-699/636, 11-12=-344/299, 10-11=-628/273, 2-12=-295/532 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18. MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Intedor(1) 1-2-10 to 8-2-9, Extedor(2) 8-2-9 to 12-5-8 zone;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) 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 100 lb uplift at joint(s) except at -lb) 2=458, 6=337. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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 Zoifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineerin>g,Luxnse No. 36921 Special Inspector License No:'636 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 10121P A5 Half Hip 1 �ADD:10125 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza rtun: vow s uan za 2u i o rnnr. r o iu s uan 29 20 i 5 Mi T ek 4— y I D:R?eY1 GZwPtBbyfCSn2tPvryraon-1 3wdF3YtDPYQFezyOeWEuT7XtNrhVCMJEByNMyrXXe 1-9 0 7-2-12 14-5-8 17-0-0 1-9 0 7-2-12 7-2-12 2-6-8 Scale = 1:31.2 2.67 rl2 48 = 4x4 = 4x6 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d " "PLATES 0 • GRW • • AIT20 Z4tlA 90 TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) -0.13 8-10 >999 360 • • • • • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.47 8-10 >429 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.06 7 n/a n/a • "" • • • • • • • • • Weight: 8211j • F: = 0% BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • • • • • • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direcly allpliep or 3-3-1 oc pur ins, except end verti•als. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. • • • • •' •" • B2: 2x4 SP No.2D WEBS 1 Row at midpt 3-8 • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stabilij: ins an required p6pis bra ing be inftALNdrd1! 1l g truss erection in accordance with Stabilizer Installatio ui e. REACTIONS. (lb/size) 7=919/0-8-0 (min. 0-1-8), 2=1096/0-8-0 (min-0-1-8) • • Max Horz 2=225(LC 4) Max Uplift7=-342(LC 4), 2=-453(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-327/6, 12-14=-2404/992, 3-14=-2283/1005, 3-4=-701/291, 4-15=-643/296, 5-15=-624/305 BOT CHORD 11-13=-243/368, 13-16=-1160/2282, 10-16=-1160/2282, 9-10=1160/2282, 9-17=-1160/2282, 8-17=-1160/2282, 8-18=-365/633, 7-18=365/633 WEBS 3-10=0/321, 3-8=-1723/825, 5-8=-151/570, 5-7=-1107/638, 2-11=691/616, 12-13=-413/370, 11-12=-619/243, 2-13=-286/529 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. It; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 10-2-9, Exterior(2) 10-2-9 to 14-5-8 zone;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) 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 100 Ito uplift at joint(s) except Qt=lb) 7=342. 2=453. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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 Zclfaghari, A.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa7 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 A6 Half Hip 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s Jan 29 2u10 NnnC 1.b1u s Jan 29 2015 Mi I ek industries, Inc. Thu Aug 03 I5. 1-- cu , dyu I ID:R?eY1 GZwPtBbyfCSn2tPvryraon-13wdF3YtDPYOFezyOeWEuT7aVNse_NmMJEByNMyrXXe 1-9-0 5-8-0 11-4-0 16-5-8 17-0-9 0 1-9-0 5-8-0 5-8-0 5-1-8 6 8 Scale = 1:30.7 2x4 II as 6 4x4 = 46 II • • •••• •••••• 5-8-0 11-4-0 17-0-06 • • • 5-8-0 5-8-0 5r8-0 • • • • • • • • LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) -0.13 8-10 >999 360 "' •MMT20 • 2440190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.38 8-10 >527 240 • • • • IG1T20HS 1"R3 • • • • BCLL 0.0 Rep Stress Incr014 YES 0M) Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) (M • � " � eight: 8 �Ib � ii = 0 % **:.We LUMBER- BRACING- • • • • • • • 000000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir6VtPy% #A or 3-2-14 oc p•riins, except end vZr%cals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or�-2-0'bc Qracing. • WEBS 2x4 SP No.2 MIT ek recommends that Stabilizers and requiredco•sWa•ing be insta led during truss erection in accordan • ith §Ithjizer Inst2flat on uide. • • REACTIONS. (lb/size) 7=919/0-8-0 (min. 0-1-8), 2=1096/0-8-0 (min. 0-1-8) • • • 000 • • • Max Horz2=256(LC 4) • • Max Uplift7=-353(1_C (5), 2=-447(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=324/31, 12-14=-2478/848, 3-14=2462/858, 3-4=1458/519, 4-5=-1409/529 BOT CHORD 11-13=253/365, 13-16=1051/2361, 10-16=1051/2361, 9-10=1051/2361, 9-17=-1051/2361, 8-17=-1051/2361, 8-18=-657/1375, 7-18=-657/1375 WEBS 3-10=0/263, 3-8=1018/413, 5-8=-50/442, 5-7=-1506/715, 2-11=-700/606, 12-13=-333/304, 11-12=-629/207, 2-13=-260/532 NOTES- 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11. Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 13-10-4, Exterior(2) 13-10-4 to 16-10-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=353, 2=447. 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 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 20.5-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss sty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 A7 7Tr-ussT,,pe 3 1 Job Reference (optional) ULUU I NUJJ UUW'AN7 INu., Ynnceion, rL JJUJZ, Uanas rormeza 11 5-8-0 mull.-1.>1.11-1. 11 ,, ,,.,..i,v a Ia„__.. _�_. ID:R?eY1 GZwPtBbyfCSn2tPvryraon-13wdF3YtDPYOFezyOeWEuT7aVNse_NmMJEByNMyrXXe Scale = 1:30.7 2x4 II 6 4x4 = 4x6 II 5-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2014/TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.60 Vert(LL) -0.13 8-10 >999 360 BC 0.94 Vert(TL) -0.38 8-10 >527 240 WB 0.97 Horz(TL) 0.07 7 n/a n/a (Matrix-M) • • •••• •••••• •• • •• • • 178-0 • PLATES GRIP • • • • • • • • • • MT20 • 2446190 • • ••••�T20HS �•1d7fIR3 ••••• ••••hreight:8211& •Fi=0 ••o••• LUMBER- BRACING 090090 - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direttlt/tA etl or 3-2-14 oc p►Irlins, except end veRicals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o�?-2-Ac:racing. • WEBS 2x4 SP No.2 Mff recommends that Stabilizers and required�cwaseb"ing be in t I g truss erection in accordanc ith 1iizer Inst9Aation guide. • REACTIONS. (lb/size) 2=1096/0-8-0 (min. 0-1-8), 7=919/0-8-0 (min. 0-1-8) • • • 000 • • • Max Horz 2=256(LC 4) • • Max Uplift2=- 47(LC 4), 7=-353(LC 6) • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=324/31, 12-14=-2478/848, 3-14=2462/858, 3-4=-1458/520, 4-5=-1409/529 BOT CHORD 11-13=253/365, 13-16=-1051/2361, 10-16=1051/2361, 9-10=-1051/2361, 9-17=-1051/2361, 8-17=1051/2361, 8-18=-657/1375, 7-18=657/1375 WEBS 3-10=0/263, 3-8=-1018/413, 5-8=-50/442, 5-7=1506/715, 2-11=700/606, 12-13=-333/304, 11-12=-629/207, 2-13=-260/532 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 13-10-4, Exterior(2) 13-10-4 to 16-104 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=447, 7=353. 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. 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 MahmoundZolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 205-235424S Florida Professional Engineeft Licenso No. 36921 Special Inspector License No. 636 . Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 1012E A8 Hip 1 1 �ADD10125 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 Mi iek Industries, Inc. I nu Aug 03 1a:14:3u 201 r Page 1 ID:R?eY1 GZwPtBbyfCSn2tPvryraon-VFU?SPYVJgHtoX8yL1 TRggjSmJWj1 MWYuwVvoyrXXd 1-9 0 4-0-0 7-11-8 9 0-8 13-0-0 17-0-0 18-9-0 �� 4-0-0 3-11-8 1-1-0 3-11-8 4-0-0 1-0-0 2.67 T12 4x4 = NEE-] 4x4 = 4x4 = 10K Scale = 1:33.0 4x4 = • • • • • • • • • • • • 17-0-0 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • • PLATES • GRW • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.72 Vert(LL) -0.14 10 >999 360 • • • • MT20 • MA 90 00000 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) -0.42 10-13 >487 240 • • BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.05 7 n/a n/a • : • • • • 0 • • • • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • • Weight: 7,% • 0 F: = 0 % 000000 LUMBER- BRACING- _ • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire:tly alIplieD or 3-1-5o c purlins. • • • • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-8-3 oc bracing. i i • • • • WEBS 2x4 SP No.2 MiTek recommends that Sta liter required oss bracing be initalled during truss erection in accordance v*IbSta izer Inst4glian guide. • • • • • • • • REACTIONS. (lb/size) 2=1095/0-8-0 (min. 0-1-8), 7=1095/0-8-0 (min. 0-1-8) • • Max Horz2=55(LC 4) • • Max Uplift2=-440(LC 4), 7=-440(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-396/41, 12-17=2547/1482, 3-17=-2531/1488, 3-4=-2020/1168, 4-5=-1959/1185, 5-6=-2022/1168, 6-18=-2531/1488, 15-18=-2547/1482, 7-15=396/41 BOT CHORD 11-13=-131/399, 13-19=-1331/2434, 10-19=-1331/2434, 10-20=-974/1959, 9-20=-974/1959, 9-21=-1331/2434, 16-21=1331/2434, 14-16=-117/399 WEBS 3-10=-586/368, 4-10=-30/283, 5-9=30/282, 6-9=-584/368, 2-11=-692/647, 12-13=-271/386, 11-12=651/394, 2-13=304/508, 7-14=-692/647, 15-16=-272/385,14-15=-651/394,7-16=-304/508 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=S.Opsf; h=15ft; Cat. 11. Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 3-8-9, Exterior(2) 3-5-9 to 13-2-5, Interior(1) 13-2-5 to 15-9-6 zone;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=440, 7=440. 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional Engineering Lic enseNo. 36921 Special Inspector License No.636' Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 10129- A9 Hip 1 1 �ADD10125 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: r.61u s Jan z9 zut b Hnnt: r.61u s Jan 29 zu i o rvu i ex Inausmes, Inc. Thu Auy 03 1 o. 1».o I zu I I rage I I D: R?eY1 GZwPtBbyfCSn2tPvryraon-zR 1 NgIZ711 p8Vy6KV2YizuCtEAZgSVtfnYg3SFyrXXc 1-9 0 3-0-0 5 11-8 11-0-8 14-0 0 17-0-0 18-9-0 1-9-0 3-0-0 2-11-8 5-1-0 2-11-8 3-0-0 Scale = 1:33.0 4x4 = 2.67 12 3 0 0 5-11-8 30-0 2-11-8 4x8 = 4x4 = --,- 3X1u mlzuHb= 4x4= 11-0-8 4-0-0 •••• • • •••• •••••• . • • 17-D-D • . . • . 1 . I •••••• 3-0-0 •• • , ...... LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) VdeFl L/d PLATES • GRIR •••••• • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) 0.17 9-11 >999 360 • • • •IAT20 • 0 P44A90 • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(TL) -0.36 9-11 >565 240 MT20HS 187/143 • • BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.07 7 n/a n/a • • • • • • • 7701 b • • • O/o• • • • • • FTi= 0 BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • 0*eight: • •�•••. • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direLRly applies or 2-11-12 oc purtins. • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ortl-7 oc Iffacing. • • **too* WEBS 2x4 SP No.2 MiTek recommends that Stak tlizers aI d requiredeross bracing be in4alled du }fig truss erection in accordance Slab zer Installation guide. • • • • • • REACTIONS. (lb/size) 2=1095/0-8-0 (min. 0-1-8), 7=1095/0-8-0 (min. 0-1-8) • • • Max Horz2=-47(LC 5) • • Max Uplift2=455(1_C 4), 7=455(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-338/55, 13-18=-2410/1445, 18-19=-2394/1447, 3-19=-2367/1450, 3-4=-2387/1453, 4-5=-2328/1453, 5-6=2387/1452, 6-20=2367/1450, 20-21=2394/1447, 16-21=-2410/1445, 7-16=-337/55 BOT CHORD 12-14=-95/369, 14-22=1283/2288, 11-22=-1283/2288, 10-11=-1273/2328, 10-23=-1273/2328, 9-23=127312328, 9-24=1284/2288, 17-24=1284/2288, 15-17=-118/369 WEBS 4-11=0/259, 2-12=691/667, 13-14=-416/450, 12-13=-620/404, 2-14=-313/530, 7-15=691/667, 16-17=416/448, 15-16=620/404, 7-17=-313/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 1-8-9, Exterior(2) 1-8-9 to 15-3-7, Interior(1) 15-3-7 to 15-9-6 zone;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) 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 100 lb uplift at joint(s) except at=lb) 2=455, 7=455. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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 Zelfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 3^-5-235-4248 Florida Professional Engine eriug License No. 36921 Special Inspector License No. 6`3,6 Job Truss Truss Type City Ply BISCAYNE BLVD.(Y.R) 10129 AG10 HIP GIRDER 1 1 �ADD:10125 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza id [tl 2.67 FIT 4x8 = 20 7-0-7 Run: 7.610 s Jan 29 2015 Print: 7,610 s Jan 29 2u15 Mi i ex Incusn I D: R?eY 1 GZwPtBbyfCSn 2tPvryraon-z R 1 N g IZ711 p8% 43x4 = 21 53x4 = 22 4x4 = inc. I nuHug U VYiCwVZ1 OS14:J I LU 1 / rage ,zuSafnYg3SFyrXXc 18-9-0 1-9-0 4x4 5x10 MT20HS= -"" -- 4x4 G 2x4 II -8 9-11-9 Scale = 1:33 0 • • •••• •••••• •• • 17-0-0 •••••• • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d • • • •PLATES • GRIN • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 VertLL 0.26 10-11 >799 360 • • • • AIT20 • • 244A90 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0,88 Vert(TL) -0.58 10-11 >352 240 MT20HS 1871143 • BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 7 n/a n/a • • • • • • • • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • •;eight: 87-I1 • F;= 0 % • • • • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing diretly ap$lie; or 2-2-10 oc purtins. • BOT CHORD Rigid ceiling direct) applied or 6-3-8 oc bracin • • • • • • • • BOT CHORD 2x6 SP No.2 'Except' g 9 y pp g' • • • • • • B2: 2x6 SP No.1 D MiTek recommends that Sta lizer requiredtross bracing be installed duripg WEBS 2x4 SP No.2 truss erection in accordance tab zer Inst ui e. • • • • • • REACTIONS. (lb/size) 2=1420/0-8-0 (min. 0-1-11). 7=1421/0-8-0 (min. 0-1-8) • • Max Horz 2=39(LC 3) Max Uplift2=-606(LC 3), 7=-607(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=1637/575, 3-15=-3802/1360, 3-20=-5002/1794, 4-20=5002/1794, 4-21=-5028/1804, 5-21=-5028/1804, 5-22=-3649/1321, 6-22=-3649/1321, 6-18=3693/1319, 7-18=-1637/580 BOT CHORD 14-23=-651/1939, 16-23=651/1939, 16-24=-1291/3676, 13-24=1291/3676, 12-13=-1292/3696, 12-25=-1292/3696, 11-25=-1292/3696, 11-26=-1746/5002, 10-26=-1746/5002, 10-27=-1744/5028, 27-28=-1744/5028, 9-28=1744/5028, 9-29=122413571, 19-29=-1224/3571, 19-30=-744/2116,17-30=-744/2116 WEBS 3-11=-494/1461, 4-11=393/211, 5-9=-1532/526, 6-9=-162/561, 2-14=-955/453, 14-15=-479/191, 7-17=-948/452, 17-18=477/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) 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 100 to uplift at joint(s) except Qt=lb) 2=606, 7=607. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 48 lb up at 5-0-12. 45lb down and 48 lb up at 7-0-12, 45 Ib down and 48 Ib up at 8-6-0, and 45lb down and 48 Ib up at 9-11-4, and 45 Ib down and 48 Ib up at 11-11-4 on top chord, and 1561b down and 92 lb up at 3-11-8, and 1561b down and 92 Ib up at 13-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility 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) Vert: 13=-90, 3-6=-90, 6-8--90, 14-17=-20 Concentrated Loads (Ib) Vert: 12=-23 13=-156(8) 11=-23 4=45 10=-23 5=-45 9=-156(B) 20=45 21=-45 22=-45 26=-23 28=-23 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 35-2354248 Florida Professional Engineering License No. 36921 Special Inspector License No. 6316 Job Truss Truss Type Qty Ply 10125 BISCAYNE BLVD.(Y.R) 101'<WJ Bt HALF HIP 1 1 JADD Job Reference o tional UCI U I MUJO UUIV i-A1N r IINu., rriri Biun, rL JJwZ. Lanus rurrneza I..lu s Jan — 1. 1. IVII I GR InUusuie J, uw. Auy — io ray. . I D: R?eY1 GZwPtB byfCS n2tPvryraon-26vl rm9MdALy mZitN I J HOckpdTENwXkktBSrYjyrXP6 -1-9-0 4-0-0 7-5-0 14-10-0 1-9-0 4-0-0 3 5-0 7-5-0 Scale = 126.8 267 12 3x4 II 5 3x4 10 7 i i 4x4 =6 ix4 II • • •••• •••••• 14-10-0• •••••• ••i • +p.,h• • • • • ..... . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP : • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) 0.04 1 n/r 180 • • • • MT20 • 244090 • • TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) 0.10 1 n/r 120 • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 6 n/a n/a • • • • • BCDL 10.0 Code FRC20141TPI2007 (Matrix) • • • • Weight: 6516 • Fi = 0 % • • • • • LUMBER- BRACING - TOP CHORD •• •• •• • •••••• Structural sheathing direttry tppllag or 2-2-0 oc except end vVicals. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD wood puffins, Rigid ceiling directly applied or�-11-2 oCbracing. • AL WEBS 2x4 SP No.2 —ff recommends that Stabilizers and requiredcm•sb�asing be installed dunng t erection in accordance*vith tab' izer Installation guide. • • Pt REACTIONS. (lb/size) 6=318/14-10.0 (min. 0-2-2), 2=508/14-10-0 (min. 0.2-2), 7=950/14-10.0 (min. 0.2-2) •••• • • • 000 • • • Max Horz 2=222(LC 4) • • Max Uplift6=135(LC 4), 2=-244(LC 4), 7=-346(LC 6) • • Max Grav6=343(LC 15), 2=508(LC 1), 7=950(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=264/259 WEBS 3-7=-757/498 NOTES- 1) VMnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MINFRS (envelope) and C-C Extedor(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 11-8-4, Exterior(2) 11-8-4 to 14-8-4 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 6=135, 2=244, 7=346. 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 k1ahmound zolfaghari, A.E. Consulting Engineers 13901 SX 108 Ave. Miami, Florida 33176 Phone 305.253-2428 Fax 315-235-4248 Florida Professional Engineering License;No. 36921 Sp®olal Inspector License No. 636, Job Truss Truss Type Oty Ply 10125 BISCAYNE BLVD.(Y.R) 1012T 82 Half Hip 1 1ob [DID Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Aug 03 15:14:32 2017 Page 1 I D: R?eY 1 GZwPtB byfCSn 2tPvryraon-Sebmt5al WKx?76h W3 m4xW5136atrBtOoOCQc_hyrxxb -1-9-0 7-5-0 13-11-8 14-10-0 1-9-0 7-5-0 6-6-8 0-10 8 Scale = 1:2Z2 2.67 F12 4x4 = 3x4 = 5 6 3x4 = 4x4 II 7-5-0 • •••• •••••• •• • •• • • • • , 14-10-0 • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud •••• •••••• PLATES • GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) -0.12 8-9 >999 360 • • • •PMT20 • V%A90 • • • • • TCDL 15.0 Lumber COL 1.33 BC 0.97 Vert(TL) -0.46 8-9 >386 240 • • BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 7 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • •:;eight: 69M b • • F �= 0516 :;eight: • • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly aAlie: or 3-7-0 oc purlins, except end verti•als. BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 0 • • • 0 • • • • • • • WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-8 • • • • • MiTek recommends that Stablli&%9 an required crpV bra ing be in laldrdt r�lg truss erection in accordance with Stabilizer Installation ui REACTIONS. (lb/size) 7=798/0-2-8 (min. 0-1-8), 2=978/0-8-0 (min. 0-1-8) • • Max Horz2=219(LC 4) Max Uplift7=-301(LC 4), 2=411(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-301/0, 11-13=-1927/765, 3-13=-1860/779, 6-7=267/21 BOT CHORD 10-12=-220/297, 12-15=-935/1815, 9-15=-935/1815, 9-16=-935/1815, 8-16=-935/1815 WEBS 3-9=0/353, 3-8=-1750/880, 5-8=105/285, 2-10=-617/582, 11-12=-459/416, 10-11=-521/197, 2-12=245/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-9-6 to 1-2-10. Interior(1) 1-2-10 to 9-8-9, Exterior(2) 9-8-9 to 13-11-8 zone;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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 7=301, 2=411. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t>/lahmoundZolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Enginsft License NO.36921 Special Inspector Licensie No. 616 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) B3 Half Hip 1 1ob [DD10125 Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Mi I eK Industries, Inc. Thu Aug 03 15:14:JJ zu 1 r rage 1 ID:R?eY1GZwPtBbyfCSn2tPvryraon-wg984QbNHe3rkGGjdTbA2JIFh 9VVDdwljyEs97yrXXa 1-9-0 7-5-0 11-11-8 14-10-0 1-9-0 1 7-5-0 4-6-8 2-10-8 4x8 = 3x4 = Scale = 1:27.2 2x4 II • • •••• •••••• 7-5-0 11-11-8 1 • ir4 1p 0 • 7-5-0 4-6-8 •' 2-40-8 • • •6 • • Plate Offsets (X Y) [4 0-5-4 0 2 01 • " •. LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) 0.08 8-11 I/deft Ud >999 360 •"'PLATES �•GRW AT20 IMPIto • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) • • • • • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.40 8-11 >441 240 • • BCLL 0.0 Re Stress Incr YES WB 0.53 HOrz(TL) 0.04 6 n/a n/a "" • • 000 • Weight: 6114 • F0 = 0 % 00000 BCDL 10.0 Code FRC2014/TPI2007 (Matt x-M) • • • 0 • • • • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly a)l11iep or 3-2-1 j5 oc pur ins, except end vei6cals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. • • • • • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Sta lizer requiredwcross bracing be invalid during truss erection in accordance ZI& izer Inst guide. • • • • • • REACTIONS. (lb/size) 2=978/0-8-0 (min. 0-1-8), 6=798/0-2-8 (min. 0-1-8) • • Max Horz2=192(LC 4) • • Max Uplift2=416(LC 4), 6=-295(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-292/0, 10-12=-1857/856, 3-12=-1787/870, 3-4=-684/374 BOT CHORD 9-11=-200/285, 11-13=-992/1744, 8-13=-992/1744, 8-14=992/1744, 7-14=992/1744, 7-15=-414/638, 6-15=-414/638 WEBS 3-8=0/315, 3-7=-1218/632, 4-7=-207/515, 4-6=-910/592, 2-9=624/597, 10-11=-480/464, 9-10=-509/225, 2-11=-267/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 7-5-0, Exterior(2) 7-5-0 to 11-11-8 zone;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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=416, 6=295. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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 Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 2,05-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 1012'J B4 Half Hip 1 1 [D.10125 Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Aug 03 15:28:02 2017 Page 1 ID:R?eY1 GZwPtBbyfCSn2tPvryraon-kTYzt3NgIC_31bcC WtcuLvIV15KB_BJ 1 GDdTPkyrXKx 1-9-0 7-5-0 9-11-8 -- �— — 14-10-0 1-9-0 7-5-0 2-6-8 4-10-8 4x8 = Scale = 1:27.2 3x4 II 3x4 = 4x6 II •••• • • • • •••• •••••• •• • 14-10*00090• • • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES • GRW • • TCLL 30.0 Plate Grip DOL 1.33 TIC 0.67 Vert(LL) -0.07 8-11 >999 360 • • • • MT20 • 2414?iS0 TCDL 15.0 Lumber OOL 1.33 BC 0.98 Vert(TL) -0.38 8-11 >465 240 • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 6 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014lTP12007 (Matrix-M) • • • •;eight: 6?1� • • F; = 0% • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applie: or 3-1-1j5 oc pu gins, exceptend v� li Is. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Sta lizer require ross bracing be installed du ing truss erection in accordance tta izer lnstEWWiQn guige. • • • • • • REACTIONS. (lb/size) 6=798/0-2-8 (min. 0-1-8), 2=978/0-8-0 (min. 0-1-8) • • Max Horz2=166(LC 4) • • Max UpIA6=290(LC 4), 2=421(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-282/0, 10-12=-1849/958, 12-13=1778/965, 3-13=-1745/972, 3-4=-1113/688 BOT CHORD 9-11=-180/286, 11-14=1056/1736, 8-14=1056/1736, 8-15=-1056/1736, 7-15=-1056/1736, 7-16=-701/1075, 6-16=-701/1075 WEBS 3-7=-842/449, 4-7=-228/524, 4-6=-1150/748, 3-8=0/299, 2-9=-622/607, 10-11=-494/509, 9-10=-508/255, 2-11=285/440 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 5-8-9, Exterior(2) 5-8-9 to 9-11-8 zone,C-C for members and forces & 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 at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 6=290, 2=421. 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. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 20')-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply BISCAYNE BLVD.(Y.R) 10129 B5 Half Hip 1 1 JADO:10125 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza /.b1U s Jan zy zu-id mi eK industries, inc, i nu Aug ua wau:zo 20 i r rage i I D: R?eY 1 GZwPtBbyfCSn2tPvryraon-5 bZH TG5 H YXI3 i Fu I H_eyZeeZkxba W9 UnhfH R s3yrXl k 1-9 0 7-11-8 14-10-0 1 °-0 7-11-8 6-10-8 Scale = 1:27.2 4x8 = 3x4 = 4 3x4 = 4x6 II 7-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 TCDL 15.0 LUmberDOL 1.33 BC 0.44 BCLL 0.0 Rep Stress Incr YES WB 0.36 BCDL 10.0 Code FRC2014rTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 'Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=978/0-8-0 (min. 0-1-8), 5=79810-2-8 (min. 0-1-8) Max Horz2=140(LC 4) Max Uplift2=-425(LC 4), 5=-286(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-307/0, 8-10=-1738/997, 10-11=1673/1003, 3-11=-1660/1012, 4-5=-309/273 BOT CHORD 7-9=-173/324, 9-12=-1053/1620, 6-12=-1053/1620, 6-13=-1047/1633, 5-13=-1047/1633 WEBS 3-6=0/353, 3-5=1581/999. 2-7=-569/554, 8-9=-582/660, 7-8=-491/297, 2-9=-272/401 •••• •••••• • DEFL, in (loc) I/defl L/d • • • • �LA• GRIP' • • Vert(LL) 0.10 6-9 >999 360 • • • • MT20 •1 4TES �90 00000 Vert(TL) -0.42 6-9 >420 240 • Horz(TL) 0.03 5 n/a n/a • • • • • • • • • : • • • • ••Light: 0lj6•• Fj =0 •••••• BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly applieZ6 or 5-2-9.oc puriiis, excepting vertltals. BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. ***so* 0000 WEBS 1 Row at midpt 3-5 • • • • • M —Tek recommends that Stabilit�s and requiredCtpss brae ing be in I g truss erection in accordance with Stabilizer Installatio uide. 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 3-8-9, Exterior(2) 3-8-9 to 7-11-8 zone;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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=425, 5=286. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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 Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD.10125 BISCAYNE BLVD.(Y.R) 10129 66 Half Hip 1 1 Job Reference o tional UCI.V IKUJJ I.VIVIYHIVi IIV4., YI1I WCWII, rL JJUJL, 4UIlUJ �UilucGa 5-11-8 2 67112 4x4 = ID:R?eY1 GZwPtBbyfCSn2tPvryraon-Tv?IM2AkMB5HV5nbYuF3CdM?VDlhbe61Of461 ryrXHk 10-4-12 14-10-0 _ 4-5-4 4-5-4 Scale = 1:27.2 3x4 = 4 13 3x4 = 4x4 = • • • • • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • GRIN • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) 0.09 6-7 >999 360 • • IDIT20 • l41A90 • •: • • TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.62 6-7 >284 240 • BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 6 n/a n/a • • • • • • • • e Light: • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • • • 641 s • • F 0 = 0 % • L• � � - LUMBER- _ BRACING- ♦ • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appliep or 3-7-9 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or``7-1-2 oc bracing. 0000 • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Sta lizer� required Cross bracing be installed duripg truss erection in accordance Stab zer Inst guide • • • • • • REACTIONS. (lb/size) 2=978/0-8-0 (min. 0-1-8), 6=798/0-2-8 (min. 0-1-8) • • Max Horz2=113(LC 4) • • Max Uplift2=-428(LC 4), 6=-283(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-261/27, 9-11=-1999/1165, 11-12=-1983/1166, 3-12=-1935/1176, 3-4=-1891/1182 BOT CHORD 8-10=-134/310, 10-14=-1194/1888, 7-14=-1194/1888, 7-15=-1126/1592, 6-15=-1126/1592 WEBS 4-7=-60/462, 4-6=-1591/1170, 2-8=611/640, 9-10=-420/457, 8-9=-535/317, 2-10=295/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 1-8-9, Extedor(2) 1-8-9 to 5-11-8, Interior(1) 10-4-12 to 11-8-4 zone;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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=428, 6=283. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmourrd 4oifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa7 205-235-4248 Florida Professional 16ngineerk',License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 1012'd BG7 HALF HIP GIRDER 1 1 ED:10125 Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7 610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Aug 03 15 1434 2017 Page 1 ID:R?eY1 GZwPtBbyfCSn2tPvryraon-OOjWlmc?1yBiMQrvBB6PbWgMhOZnfhESTWvj2ayrAAL 1-9 0 3-11-8 7-8-12 11-4-4 _ 14-10-0 1-9-0 3-11-8 3 9 4 3-7-8 3 5 12 2.67 12 3 5x8 = 14 4 3x6 = 15 5 3x8 =16 17 Scale = 1:27.2 2x4 II 4x8 = • • •••• •••••• 3-11-8 ' 7-8-12 11-4-4 •• • . hello 0 • • 3-11-8 3-9-4 3-7-8 •• ••• �81-11� •••••r Plate Offsets X - 2:0-5-3 0-0-4 3:0-6-0 0-3-0 5:0-3-8 0-1-8 6:0-2-0 0-1-0 7:Ed e 0 2-4 10:0 3-12 0-1-8 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • 0 • PLATES • GRIP • • • •: TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 Vert(LL) -0.15 9 >999 360 • • • • AIT20 • t441190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.65 9-10 >273 240 • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.08 7 n/a n/a • • • • • • • • • • • % • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • • • OVeight: 7EPIb r • F-0= 0% LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applA, except end verticals. • BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or'-7j-1-13 oc%racing. • •1111 *go*** WEBS 2x4 SP No.2 MiTek recommends that Sta lizers 9hd iredCross bracing be installed duVg truss erection, in accordance 't 9ta izer requInstallilion quide. • • • • • • REACTIONS. (lb/size) 7=1097/0-2-8 (min. 0-1-11), 2=1280/0-8-0 (min.0-1-10) • • Max Horz 2=87(LC 3) • • Max Uplift7=-377(LC 3), 2=-546(LC 3) Max Grav7=1651(LC 24), 2=1607(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-2111/435, 3-12=-5127/1144, 3-14=-5860/1356, 4-14=-5860/1356, 4-15=-3956/926, 5-15=-3956/926, 5-16=-277/73, 16-17=-277f73, 6-17=-277/73 BOT CHORD 11-18=-582/2713, 13-18=-582/2713, 13-19=1130/4986, 10-19=-1130/4986, 10-20=-1131/5111, 9-20=1131/5111, 9-21=1356/5860, 21-22=-1356/5860,8-22=-1356/5860,8-23=-926/3956,23-24=-926/3956,24-25=-926/3956,7-25=-926/3956 WEBS 3-10=-23/872, 3-9=-243/940, 4-9=128/379. 4-8=-2090/446, 5-8=-40/972, 5-7=-3865/892, 2-11=-916/403, 11-12=-885/216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VMnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph, HVHZ, TCDL=5.Opsf, BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=377, 2=546. 7) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 48 Ito up at 3-11-8, 45 lb down and 48 Ito up at 6-0-4, 45 lb down and 48 lb up at 8-0-4, 45 lb down and 48 Ito up at 10-0-4, and 45 lb down and 48 lb up at 12-0-4, and 45 lb down and 48 lb up at 14-0-4 on top chord, and 739 lb down and 89 lb up at 3-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-6=-90, 7-11=20 Concentrated Loads (lb) Vert: 3=-45 10=-218 9=-23 4=-45 14=-45 15=-45 16=-45 17=-45 20=-23 22=-23 23=-23 25=-23 Mahmound-olfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 30-5-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 101:79 DG1 COMMON GIRDER 1 2 �ADD:10125 Job Reference (optional) DECO TRUSS COMPANY INC., Pnnceton, FL 33032, Carlos Formeza stun: r.blu s Jan Z`J zul O HrinC t.61u s Jan zvzul5 MI I ek Industries, Ina I nu Aug w to 4.36 zui f rdyu 1 I D: R?eY 1 GZwPtB byfCS n2tPvryraon-KPrGjSdGZZRQbj? I Ic8tgxwoN B F D7fiOwgOg7Sy rXXX 1-9 0 5-6-5 11-0-10 _ 14-10-0 L17-0 1-9-0 5-6-5 5-6-5 Scale = 1:30.5 I Contractor must refer to Engineer Drawing For proper nailing instrucrinnc rNn 2.67 12 4x8 = 2x4 11 6 7 3x8 = 4x6 II • • •••• •••••• 14-10-0 • • 16-7-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 360 • • • • PLATES • • GRIP MT20 IAA90 • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.56 Vert(LQ -0.20 10-12 >970 • • • • • .0006 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.45 10-12 >436 240 T20HS • BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.07 8 n/a n/a • • • • i • :.7/1143 • 0Nei Weight: 2ii • F: - - 0 • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • • g �� • • • • • • LUMBER- BRACING- 000004 • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirfptly ai iplijd or 3-4-tl oc pugins, except end verticals. BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing: • • • • • • sees* WEBS 2x4 SP No.2 • • • • • •••••so 0 REACTIONS. (lb/size) 8=3520/0-8-0 (min. 0-1-12), 2=3416/0-8-0 (min. 0-1-12) • • Max Horz2=230(LC 3) • • Max Uplift8=-1349(LC 3), 2=1323(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-4914/1759, 3-14=-10834/3938,3-4=6225/2272, 4-5=-6191/2281, 5-6=-1552/563 BOT CHORD 13-16=-2151/5560, 15-16=2151/5560, 15-17=-3989/10523, 17-18=-3989/10523, 12-18=-3989/10523, 12-19=-3989/10523, 11-19=-3989/10523, 11-20=3989/10523,20-21=-3989/10523,10-21=3989/10523,10-22=-2310/6043,22-23=-2310/6043,23-24=-2310/6043,9-24=-2310/6043, 9-25=-621/1618,8-25=-621/1618 WEBS 3-12=-570/1783,3-10=-4613/1729,5-10=1255/3516,5-9=-5477/2095,6-9=-1326/3543,6-8=-3742/1436,2-13=-2198/901,13-14=-1910/688, 2-15=-352/821 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=1349, 2=1323. 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, 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1077lb down and 387 lb up at 4-0-4, 778 lb down and 293 lb up at 6-0-4, 778 lb down and 296 lb up at 8-0-4. 778 lb down and 300 lb up at 10-0-4, and 778 lb down and 305 lb up at 12-0-4, and 778 lb down and 311 lb up at 14-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-90, 6-7=-90, 8-13=-20 Concentrated Loads (Ib) Vert:18=-1077 19=-778 20=-778 21=-778 22=-778 24=-778 Mahmound 4olfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa;; 305-235-4248 Florida Professional Enginoerig:License No. 36921 4peeial Inspector License No. 636 Job Truss Truss Type Oty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 D2 Half Hip 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 1.510 s Jan 29 201 b Hnnt /.blu s Jan z9 2015 Mi 1 ex Industries, inc I nu Aug ua 10. w:oo — i r rage i ID: R?eY1 GZwPtBbvfCSn2tPvryraon-sDHuV6cdoFJZ_ZQ5kude8kNcKnwSO6PFiAeGbOyrXXY 267 F2 Scale = 1:30.1 2x4 II 3x4 = 4x6 II 5-6-5 11-0-11 16-7-LI • 5-6-5 5-6-5 . . . 5-6-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc I/deft Ud 0 0 CLATES • 1� • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 Vert(LL) -0.13 8-10 >999 360 • MT20 44/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.36 8-10 >547 240 • • • • M1T20HS 1 W/143 • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.06 7 n/a n/a • 0900 BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) Weight: 8114 0 LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly:ppre: or 3-3-1j 8c p:jr} 4, exceptleRc6ftals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or"-1 • •c bracing. •• • • • • • • • WEBS 2x4 SP No.2 Tel recommends that StaWi43q��prj required cross, be installed fi ring truss erection in accordancewith 9talzer Installation guide. REACTIONS. (lb/size) 7=895/0-8-0 (min. 0-1-8), 2=1073/0-8-0 (min. 0-1-8) ' • • • • • •' • • • Max Horz2=251(LC 4) • • • • • Max Uplift7=-344(LC 6), 2=-439(LC 4) • • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-316/28, 12-14=-2399/821, 3-14=-2384/831, 3-4=-1418/508, 4-5=-1370/517 BOT CHORD 11-13=-243/348, 13-16=-1019/2285, 10-16=-1019/2285, 9-10=-1019/2285, 9-17=-1019/2285, 8-17=-1019/2285, 8-18=-644/1337, 7-18=-644/1337 WEBS 3-10=01259, 3-8=-979/398, 5-8=-47/434, 5-7=1466/700, 2-11=690/604, 12-13=-319/293, 11-12=-611/202, 2-13=-252/515 NOTES- 1) Wnd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-9-6 to 1-2-10, Interior(1) 1-2-10 to 13-5-4, Exterior(2) 13-5-4 to 16-5-4 zon%C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=344, 2=439. 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 Mahmound Zelfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 31-15-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply 10125 BISCAYNE BLVD.(Y.R) 1012-9 CJ3 Diagonal Hip Girder 1 1ob [DID Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 1.blu s Jan 29 2u1b rnnC r.blu s Jan 29 201 b MI I ex inousmes, inc, i nu rug w w. w.ov cv i r rage i ID:R?eY1GZwPtBbyfCSn2tPvryraon-OOjWImc?1yBiMQrvBB6PbWgP9E' fsUSTWvj2ayrXXZ -2-5-11 3-0-0 5-7-3 2-5-11 3-0-0 2-7-3 2x4 II 4 5 3x8 = Scale = 1:15.1 5-7-3 • • 5-7-3 • . . ••••_•• Plate Offsets (X Y) f2 0 0-0 0-1 71 f7 0-z 12 0 2 01 • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Do*: • PLATES • t;p • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Vert(LL) -0.02 7-10 >999 360 1 • • • • MT20 243/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.23 7-10 >274 240 • • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 2 n/a n/a �••s'' • • �T BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • • • Weight: 2yb = 0% • • • • • LUMBER- BRACING- TOP CHORD • •: • •: • 000 • 0 • • • • • Structural wood sheathing directly appyed or 5-1-18 %�purlir:, except��vg yc�ls. TOP CHORD 2x4 SP No.2 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 Stapllizersan required cross racing be installed wring truss erection in accordanceivith Stablzer InstaYation •ide. • • • • • • REACTIONS. (lb/size) 7=178/0-1-8 (min. 0-1-8), 2=47610-11-5 (min. 0-1-8) • • 0 • • • • • • • Max Horz2=86(LC 20) • • • • • • • • • Max Uplift7=-83(LC 22), 2=-328(LC 20) • • • • • • • • • • Max Grav7=551(LC 16), 2=603(LC 13) • 0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-440/422, 3-9=-783/134 BOT CHORD 8-11=-419/396, 10.11=-419/396, 10-12=-157/799, 7-12=-157/799 WEBS 3-7=-820/161, 2-8=-534/399, 9-10=-134/716 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 7 except (jt=lb) 2=328. 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86lb down and 175 lb up at 2-10-4 on top chord, and 386 lb down and 40 lb up at 2-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=90, 4-5=-90, 6-8=-20 Concentrated Loads (Ib) Vert:3=175 12=14 Mahmound Zoifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa:: 20,"j-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 CJ3A Diagonal Hip Girder 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s Jan 29 2015 Print: 7,610 s Jan 29 2015 MiTek Industries, Inc. Thu Aug 03 15:14 35 2017 Page 1 ID:R?eY1GZwPtBbyfCSn2tPvryraon-sDHuV6cdoFJZ ZQSkudeBkNYEn?XOJTFiAeGbOyrXXY -2-5-11 3-0-0 5-7-15 2-5-11 3-0-0 2-7-15 Scale = 1:15,2 20 II 4 5 3x8 5-7-15 5-7-15 0000 • • y• •••••_• • • • go • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • • • � ATES • • GRIP• • • • • � • %41190 TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.04 7-10 >999 360 • T20 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(TQ -0.25 7-10 >260 240 99000 • • • BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 2 n/a n/a • • • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) •••• Weight: 2 I6 • • = 0 /o • • c LUMBER- BRACING- • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire&t : Rep or 4-5-11 ac partri:, exceptleRd v�INcals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied oral & & is bracing. • • • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stalyl'i innrequired cross bracing be installedllQring truss erection in accordancervith aAzer Installation guide. REACTIONS. (lb/size) 7=179/Mechanical, 2=466/0-11-5 (min. 0-1-8) • • • • • • • • • • ••a••• Max Horz2=87(LC 3) • • • • • Max Uplift7=-72(LC 5), 2=331(LC 3) • • • • • • • • • Max Grav7=661(LC 16), 2=681(LC 13) • • • • • • • • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • TOP CHORD 2-9=-504/481, 9-11=-882/101, 3-11=-881/102 BOT CHORD 8-13=-469/447, 10-13=-469/447, 10-14=-120/904, 14-15=120/904, 15-16=-120/904, 7-16=-120/904 WEBS 3-7=-926/123, 2-8=-508/404, 9-10=-117/832, 8-9=-284/31 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) 2=331. 5) 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 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 159 lb up at 1-5-4, and 43lb down and 88 lb up at 2-10-4, and 16lb down and 35 Ito up at 4-3-4 on top chord, and 181 lb down and 58 lb up at 1-5-4, and 193lb down and 20lb up at 2-10-4, and 196lb down and 5 lb up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=-90, 4-5=-90, 6-8=-20 Concentrated Loads (lb) Vert: 3=88 11=51 12=35 14=19 15=7 16=5 Mahmound eeifaghari; P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305.253-2428 Fax 30,_235-4248 Florida Professional Engineering License No. 36921 Special inspector License No. 636 Job Truss Truss Type oty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10119 J3 Jack -Open 2 1 Job Reference (option : at �c�nz� on» od..d � DECO TRUSS COMPANY INC., Princeton, l-L "33U32, uanos ,ormeza Run. 7.610 a idil 4d <U 1� rilnL1 !V 5 ja„ <� �,.,., ,•,� ,..�_� •-. • •._. _-. - . I D: R?eY 1 GZwPtB byfCSn 2tPvryraon-obPewoeu KtZH Dta U sJf6D9Sy_blg s EvX9 U7 NfvyrXXW -1-9-0 3-0-7 1-9-0 3-0-7 Style= 1:9.4 3x4 = 3-0-7 • • 3-0-7 •••••• .. . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES • GRIP• • • • AT20 • 144t190 • 000000 TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(TL) -0.03 4-7 >999 240 006600 • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a • • • • 1-f j= 0% • • • • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) —/eight: 6 • • —60600 LUMBER- TOP CHORD 2x4 SP No.2 BRACING- TOP CHORD Structural wood sheathing direetlj;p*pffle:or 3-0-7p CpuRi" • • • • • • • BOT CHORD Rigid ceiling directly applied oroPa Qgic racing. • • • 0000 BOT CHORD 2x4 SP No.2 MiTek recommends that StaFulije� ��[11 required crossracing be installedaring truss erection in accordance�Withabzer Installation guide • REACTIONS. (lb/size) 3=92/0-1-8 (min. 0-1-8), 2=37210-8-0 (min. 0-1-8), 4=23/0-1-8 (min. 0-1-8) • • • • 0000 • • Max Horz2=74(LC 4) • • • • • Max Uplift3=-53(LC 6), 2=-230(LC 4) • • • • • • 0000 • • 6000• • • Max Grav3=92(LC 1), 2=372(LC 1), 4=224(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. •• TOP CHORD 2-6=-683/231 BOT CHORD 5-7=-144/374 WEBS 2-5=-356/872, 6-7=-87/261 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-9-6 to 2-5-8, Exterior(2) 2-5-8 to 2-11-11 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) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=230. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 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. LOAD CASE(S) Standard Mahmound 'Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 J3A Jack -Open 11 1 Job Reference (optional) UtGU I NUJs UUMHANY INU., Hnnceton, I-L 33W2, Uarlos hormeza -1-9-0 Nun: r.e1u s Jan zv 2u1 o rnnc r.b1u s Jan zv zuio MI i eK inaustnes, I D: R?eY 1 GZwPtB byfC Sn2tPvryraon-obPewoeu KtZH Dta 3 Scale = 1 11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ( loc I/deft L/d • • • PLATES • Rlp• • • • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(ILL) -0.01 4-7 >999 360 MT20 44 190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.07 4-7 >640 240 1109660 • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a • • • • • • • • • • • •1p/eight: BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) 1It; • • FT,= 0 % LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=135/0-1-8 (min. 0-1-8), 2=411/0-8-0 (min. 0-1-8), 4=43/0-1-8 (min. 0-1-8) Max Hor7,2=86(LC 4) Max Uplift3=76(LC 6), 2=-237(LC 4) Max Grav3=135(LC 1), 2=411(LC 1), 4=236(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-712/233 BOT CHORD 5-7=-122/330 WEBS 2-5=370/876, 6-7=148/406 BRACING- - - - - - • TOP CHORD Structural wood sheathing direl y:p$116: or 3-11-$ Sc p jrRn:. • • • • • BOT CHORD Rigid ceiling directly applied oral WO -re ac bracing. • • • • 00000 Mi- recommends that StaWijejs Vd,required cross gracing be installed 'ng truss erection in a,radt,nce vith Sltabillizer Installation uide. • • • • •••••• • • • NOTES- 1) VJnd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-9-6 to 2-5-8. Exterior(2) 2-5-8 to 3-10-12 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) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=237. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "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 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 3^5-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 10129 J1 Jack -Open 4 1ob [DD10125 Reference (optional) DECO TRUSS COMPANY INC., Princeton. FL 33032, Carlos Formeza 3x4 = Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Aug 03 15:14:36 2017 Page 1 I D: R?eY 1 GZwPtBbyfC S n2tPvryraon-KP rGjSd GZZ R Qbj? I I c8tgxwn E B RY7ng OwgOg7SyrXXX 2-0-7 Scale= 1:7.5 2-0-7 _ • • •••••• Plate Offsets (X Y) (2:Edge 0-1 81 • • • • • • • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in 40 • ••• (loc) I/deft ••• Ud • PLATES l•Rlfi • •••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.00 7 >999 360 4, • • • • 44T20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(TL) -0.01 4-7 >999 240 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a • • • • • • • • • Weight: �d = 0 % • • BCDL 10.0 Code FRC2014frP12007 (Matrix-M) • • • • 9�1 • • • • • BRACING- TOP CHORD •••••• • ••• Structural wood sheathing dire.6tjy aWjjed or 2-04% Quflin� ••••• TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • • • • • MiTek recommends that Sta laerZan required cross racing be installe tlyring truss erection in accordance•vith Staballailizer Insttion Bride. • • • • • • REACTIONS. (lb/size) 3=40/0-1-8 (min. 0.1-8), 2=341/0-8-0 (min. 0-1-8), 4=-3/0-1-8 (min. 0-1-8) • • • • • • Max Horz2=61(LC 4) • • • • • • • • • Max Uplift3=26(LC 6), 2=-233(LC 4), 4=-3(LC 1) • • • • • • • • • Max Grav3=43(LC 12), 2=341(LC 1), 4=209(LC 15) • • 00 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-651/230 BOT CHORD 5-7=161/415 WEBS 2-5=-346/876 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=15ft, Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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 as 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=233. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 Mahmound Zclfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa:: ='1-235-4248 Florida Professional Engineering License No. 36921. Special Inspector License No. 636 Job Truss Truss Type Qty Ply BISCAYNE BLVD.(Y.R) 10129 J1A Jack -Open 2 �ADD:10125 1 Job Reference o tional ID:R?eY1 GZwPtBbyfCSn2tPvryraon-KPrGjSddZZRQbj?llc8tgxwnEBRV7ngOwgOg7SyrXXX 1-0-7 Scale = 1:6.4 6 3 4x4 1-0-7 • • 1-0-7 •••• •••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES • GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.00 7 >999 360 • • • RAT20 0244/990 000000 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(TL) 0.00 7 >999 240 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a • • • • • • BCDL 10.0 Code FRC20141TP12007 (Matrix-M) • • • • eight: 6V• • • T = 0 % • • •••• • ••••• LUMBER- BRACING- • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirdM4hM lle% or 1-0-7 Ot puOlit9t 00000 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or i�% oebracing. • 1.• • MiTek recommends that Stabilizers and required cross bracing be installed daring trusserection in accordan tR t zer Installatiorfquide. • REACTIONS. (lb/size) 2=356/0-8-0 (min. 0-1-8). 4=52/0-1-8 (min. 0-1-8), 3=31/0-1-8 (min. 0-1-8) • • • • • • • • • • Max Horz 2=48(LC 4) • • • • • • • • • • • Max Uplift2=273(LC 4), 4=-52(LC 1). 3=31(LC 1) Max Grav2=356(LC 1), 4=188(LC 15), 3=39(LC 4) • • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • TOP CHORD 2-6=-592/219 BOT CHORD 5-7=-160/412 WEBS 2-5=-356/932 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Ot=lb) 2=273. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "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 Zolfaghan, P.E. Consulting Engineer 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax ' 05-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply BISCAYNE BLVD.(Y.R) 10129 V32 Valley 1 1ob [DIDA0125 Reference o tional uti.v i nuao �.vrvirruv r uv�.., rnncewn, r� oowc, �.anua ruu uc<a . �.. �.. ,.. ,.... ,,.. ..._ ..._ .._ __ . _ .... _- 11: R?eY1GZWPtBbyfCSn2tPvryraon-DA4nYggandoxs4LI3XRDprn4Sgofo3ZZ_rRM1GDyrXXT 16-0-0 32-0-0 16-0-0 16-0-0 Scale = 1:49A 4x4 = 2.67 12 4 1x4 11 17 1x4 II 3 16 5 1x4 II 2 T7 15 18 7 3x4 ; 19 14 20 13 12 11 10 21 9 22 8 23 3x4 = 1x4 11 1x4 II 3x4 = 1x4 11 3x4 = ix4 II 1x4 II ••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 999 PLATES • • • GRID "�' MT20 •'244/190 • • • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TIC 0.66 Vert(LL) n/a n/a TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(TL) n/a n/a 999 10 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a • • • • • • BCDL 10.0 Code FRC20141TP12007 (Matrix) ""�eight:1t:• T=0% • • •••• • ••••• LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direP_4%I9pfiell or 6-0-0 o0 pulliasP • • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or•lQ-% 4cbracing. ' • •' OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed daring truss erection in accordan �fT izer Installation uide. • REACTIONS. All bearings 32-0-0. ' ' ' ' • • • • • • • ""' (lb) - Max Horz 1=71(LC 6) Max Uplift All uplift 100lb or less at joint(s) 1, 11 except 7=-102(LC 5). 13=-137(LC 6), 14=284(LC 4), 9=-137(LC 7), 8=284(LC 5) .0.' • • • • Max Grav All reactions 250 Ito or less at joint(s) except 1=337(LC 21), 7=337(LC 27), 11=458(LC 1), 13=350(LC 23), 14=748(LC 1), • • • • • • • • • 9=350(LC 25), 8=748(LC 1) ' • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-11=-356/266, 3-13=-311/236, 2-14=-565/384, 5-9=-311/236, 6-8=-565/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 1-3-14 to 4-6-5, Interior(1) 4-6-5 to 12-9-10, Extedor(2) 12-9-10 to 16-0-0, Intenor(1) 19-2-6 to 27-5-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11 except (jt=1b) 7=102. 13=137, 14=284, 9=137,8=284. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "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 Olfaghari, 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 Job Truss Truss Type City Ply BISCAYNE BLVD.(Y.R10129 V28 Valley 1 1ob [DIDA0125 Reference o lional utUU I K000 UVMYANT IIV I.., YnnOeTun, rL JJw[, I.Gn U5 r01❑ICLe 14-0-0 14-0-0 ID:R?eY1 GZwPtBbyfCSn2tPveyraon-DA4nYggmdoxs4L13XRDprn4YEokN3ar_rRM1 GDyrXXT 28-0-0 14-0-0 Scale = 1:43.6 4x4 = 2.67 12 4 ix4 II 15 3 1x4 II Ti T 2 14 T 3x4 18 13 19 12 11 10 1x4 II ix4 11 3x4 = lx4 II 16 1x4 I 5 T1 iz4 II 6 17 T IT B2 IT 20 9 21 8 1x4 II 1x4 II 7 22 3x4 zZ 28-0-0 • • 28-0-0 • 0600 0000•0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d •• • •• PLATES • G91% • TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(ILL) n/a n/a 999 • • • RIT20 • V44"90 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) n/a n/a 999 100000 0 0 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a • • • • • • BCDL 10.0 Code FRC20141TPI2007 (Matrix) • • • • i eight: 9flb FT = 0% • • LUMBER- BRACING - • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly Epp" or 6-0-0 o• pull iev 0**** BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or•1 j-%Qc bracing. • 0 0 • • OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed dyling truss erection in accordance R "b Izer Installati uide. • REACTIONS. All bearings 28-0-0. • • • • • • • • • • (lb) - Max Horz 1=61(LC 6) • • • • Max Uplift All uplift 100lb or less atjoint(s) 1, 7, 10 except 12=-170(LC 6), 13=-208(LC 4), 9=-170(LC 7), 8=-208(LC 5) • • • • • • • Max Grav All reactions 250lb or less at joints except 1 =295LC 21), 7=295 LC 27). 10=418 LC 1), 12=435 LC 11), 13=550 LC 1), 00• 9=435(LC 12), 8=550(LC 1) • • so FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-330/257, 3-12=-370/270, 2-13=-423/300, 5-9=370/270, 6-8=-423/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 1-3-14 to 4-3-14, Interior(1) 4-3-14 to 11-0-0, Extedor(2) 11-0-0 to 14-0-0, Interior(1) 17-0-0 to 23-8-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10 except (jt=lb) 12=170, 13=208, 9=170, 8=208. 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. LOAD CASE(S) Standard Mahmound Zo-Ifaghari, P.F. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa:: 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Dty Ply BISCAYNE BLVD.(Y.R) 10129 V24 Valley 1 1 �ADD:10125 _J Job Reference (optional) UtI.0 I KUZO wMrHrvT IIVU., Ynri Oiun, rL "J , —Jus runneca 12-0-0 ID:R?eY1 GZwPtBbyfCSn2tPvryraon-k_WPLUf8sUp?SBjtzkialaYH_PJdK6DgdocUknyrXXU 4x4 = 2.67 F12 3 1x4 II ii 12 1x4 It 2 4 Ti T1 T 13 10 T T 1 3x4 14 9 8 15 7 16 6 17 30 ix4 II 30 = 1x4 II 1x4 II • •• 5 Scale = 1:37.4 LOADING(psf) _ SPACING- 2-0-0 CSI. - DEFL. in (loc) I/deft Ud •• • •• PLATES • GQ11% • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) n/a n/a 999 • • • RIT20 • V40190 ****so TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(TL) n/a n/a 999 Doe*** • • • BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a • • • • Weight: 791b R = 0 % • • • • • • • • BCDL 10.0 Code FRC2014lrP12007 (Matrix) •••• • LUMBER- BRACING- ••••• • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direlth lflpkl or B-0-0 o• pulli•s• 00000 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or•1Q-1-2 Qc•bracing. • • • OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed dynng truss erection in accordance� zer Installatio uide. • REACTIONS. All bearings 24-0-0. • • • • 000000 (Ib) - Max Herz 1=52(LC 6) • • • • • • • • • • • Max Uplift All uplift 100lb or less atjoint(s) 1, 7 except 5=-104(LC 5), 9=-298(LC 4), 6=-298(LC 5) • • • • • • • • • Max Grav All reactions 250 lb or less at joint(s)except 1 =335LC 19), 5=335 LC 23), 7=290 LC 21 9=780 LC 1 6=780 LC 1 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • WEBS 2-9=-591/435, 4-6=-591/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 1-3-14 to 4-3-14, Interior(1) 4-3-14 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 15-0-0 to 19-8-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 5=104, 9=298, 6=298. 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard mahmound Zr lfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Fhone 305-253-2428 Fax n5-235_4243 Florida professional Engineeft License No. 36921 Special Inspector License No. _436 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R) 1012A V20 Valley 1 [ ED:10125 __ b Reference o tional UtI.0 I KUOJ UUMYAN r IIVI YnnCeLen, rL 3JWL, l dl0. r 1111 a 10-0-0 10-0-0 ID:R?eY1 GZwPtBbyfCSn2tPvryraon-k_WPLUf8sUp?SBjtzkialaYMxPOAK7QgdocUknyrXXU Scale = 1:3t2 44 = 2.67 F12 3 tx4 II T12 it 12 1x4 II 4 T7 to T 13 T T 5 1 3x4 = 14 9 1x4 II 8 15 3x4 = 7 1x4 II 16 6 17 3x4 0 1x4 II 2o-0-0 • • • • -- -- 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • PLATES • • f,RW • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) n/a n/a 999 • • • • VT20 • J40%190 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) n/a n/a 999 • • • • • • BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FRC2014/TPI2007 WB 0.06 (Matrix) Horz(TL) 0.00 5 n/a n/a • 6000 Weight: 6 `Ib �T = 0 % • • • • • • LUMBER- BRACING- 0000 • 00000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direjtj ,Jf6eg or 6-0-0 oiplias• • • : • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-6-b0 ocabracing. • • • OTHERS 2x4 SP No.2 MiTek recommends that Sta II er d required c bra ng be initaAadtlr!*9 truss erection in accordancewet St zer Installatio uide. • • REACTIONS. All bearings 20.• • 0-0. • • • • • • • • • • • (lb) - Max Herz 1=42(LC 6) • • • • • • Max Uplift All uplift 100lb or less at joint(s) 1, 5, 7 except 9=-226(LC 6), 6=-226(LC 7) • • • :Soo*: Max Grav All reactions 250 lb or less at joint(s) except 1=293(LC 19). 5=293(LC 23), 7=359(LC 21), 9=583(LC 11), 6=583(LC 12) • • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • 0 WEBS 3-7=-289/238, 2-9=-457/359, 4-6=457/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft, Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 1-3-14 to 4-3-14, Interior(1) 4-3-14 to 7-0-0, Exterior(2) 7-0.0 to 10-0-0, Interior(1) 13-0-0 to 15-8-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 9=226, 6=226. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel paints 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. LOAD CASE(S) Standard h4ahmoundLcifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa:: 2-05-235-4248 Florida Professional FLagituedug License No. 36921 Special Inspector License N6, 06 . Jab Truss Truss Type Qty Ply BISCAYNE BLVD.(Y.R) V16 Valley 1 1ob [DD:10125 Reference o tional utI,U I KL)ZJ IJUIVI—MT INIi., YIIIIGCWII, 1"L —u—, 1. anw —1111 ca _ ID:R?eY1 GZwPtBbyfCSn2tPvryraon-k_WPLUfBsUp?SBjtzkialaYGWPJWK6zgdocUknyrXXU Scale = 1:24.9 4x6 = 2.67 F12 2 7 5 T16 T1 6 T1 3 1 3x4 9 4 10 3x4 lx4 II 16-0-0 • • 16-0-0 • • •••• •••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • • • PLATES • GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) n/a n/a 999 • • • WT20 2J,4/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) n/a n/a 999 • • • • • • BCLL 0.0 Re Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a • • • • • • DUeight: 4A�ILT • • f?= 0 % • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix) • • • • • • • • • LUMBER- TOP CHORD 2x4 SP No.2 BRACING- TOP CHORD •••••• • ••• Structural wood sheathing directly !!Wljet or 6-0-0%%uRinsi ••••• • • • • • • BOT CHORD Rigid ceiling directly applied or 1 0- oc bracing. • BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 MiTek recommends that Sta i required cross racing be installedtunng truss erection in accordance ith Sriab zer Instagation qWde. • REACTIONS. (lb/size) 1=305/16-0-0 (min. 0-1-12), 3=305/16-0-0 (min. 0-1-12), 4=859/16-0-0 (min. 0-1-12) • • • • • • Max Horz 1=32(LC 7) • • • • • • • • • Max Upliftl=-117(LC 6), 3=-120(LC 7), 4=-225(LC 4) • • • 0000 • • • Max Grav1=336(LC 17), 3=336(LC 19), 4=859(LC 1) • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=606/527 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) V\And: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) 1-3-14 to 4-3-14, Interior(1) 4-3-14 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 11-8-2 zone;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) 1, 3 and 4 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 2 checked for a plus or minus 4 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=117, 3=120, 4=225. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Matlmrund �.,.ifaghari, P.E-'. Consulting Engineer 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. 635. Truss —77Valley Truss Type Oty Ply ADD:10125 BISCAYNE BLVD.(Y.R) Fob V12 1 1 Job Reference o tional ucuu I KuJJ i umMY IVT IIVI..., rrmG ton, rL ooVot, t di- ruin,... 6-0-0 6-0-0 2,67 F12 5 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 TCDL 15.0 Lumber DOL 1.33 BC 0.48 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FRC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 44 2 ID:R?eY1 GZwPtBbyfCSn2tPvryracn-Gozl88fW5Ah8rl9gQ1ALIM?B9?2xbg?hO8twCLyrXXV 6 3x4 • 3 Scale = 1:1&7 DEFL. in (loc) I/deft Ud • • MLATES • • t#% • • Vert(LL) n/a n/a 999 P • • • • MT20 • C446190 • • • • • • Vert(TL) n/a n/a 999 • Horz(TL) 0.00 3 n/a n/a • • • • • • 0000 BRACING - TOP CHORD BOTCHORD REACTIONS. (lb/size) 1=213/12-0-0 (min. 0-1-8), 3=213/12-0-0 (min. 0-1-8), 4=602/12-0-0 (min. 0-1-8) Max Horz 1=23(LC 6) Max Upliftl=-82(LC 6). 3=-84(LC 1), 4=158(LC 4) Max Gravl=295(LC 17), 3=295(LC 19), 4=602(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=424/420 • ***Weight: 3261b fT = O% • • •••• ••••• Structural wood sheathing dire•tYy•Wp• lit or 6-0-0 oo puQips• • • • • • Rigid ceiling directly applied or 10-C-0 odbracing. • • • MiTek recommends that Stabilizers and required cross bracing be ins a le dyn g truss erection in accordancelalt19Msb1lizer Installatioroguide. • • • • • • •••••• • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=158. 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound 7clfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Far 305»235.4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10i29 VS Valley 1 1 Job Reference o tional UtI.0 I KU55 GUMF ANY WG rnnceton, FL JJU32, uanOs FOfineza 4-0-0 4-0-0 1 2x4 i 2.67 F12 2 4 rcun: t.oiu s Jan za zu i o rnnr r.ow s Jan to to io Ivn I ex moustnes, inc. i nu Hug w io. w v i zu i r rage i I D: R?eY 1 GZwPtB byfC S n 2tPvryraon-h Ne9mAh OO53ji UtF 59k2 N?djbC_Bo 1 v7455bogyrXXS 3x4 = 2x4 1 3 Scale = 1 14.4 8-0-0 • • 8-0-0 .... .. • . Plate Offsets (X Y)— (2 0-2-0 Edgej • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 41 • + + • PLATES • �GROP • • + • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(LL) n/a n/a 999 4.• • i • ,VT20 2,"190 • + TCDL 15.0 Lumber DOL 1,33 BC 0.89 Vert(TL) n/a n/a 999 a • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a • ++ • • • • + BCDL 10.0 Code FRC2014/TPI2007 (Matrix) • • • • Weight: 22 b • • = 0 % • • • • • LUMBER- BRACING- •••••• • ••• • • •• • a TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire V%gpje0d or 6-0-Crol jdhint BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. • • • • • • • MiTek recommends that Sta I required cros racing be installedid ring truss erection in accordancgwith to izer Installation gyide. • • • • • • REACTIONS. (lb/size) 1=294/8-0-0 (min.0-1-8), 3=294/8-0-0 (min.0-1-8) +++++• Max Horz 1=13(LC 6) • • • • 0000 Max Upliftl=-92(LC 4), 3=-92(LC 5) • • • • • • • • • Max Grav 1=334(LC 16), 3=334(LC 17) • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-574/657, 2-3=-574/657 BOT CHORD 1-4=-604/540, 3-4=-604/540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "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 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engine+8r.3e;14o. 36921 Special Inspector License No.'t36 Job Truss Truss Type Oty Ply BISCAYNE BLVD.(Y.R10129 Vt1 Valley 1 1 ED10125 Reference o tional UtL.0 I KUJJ UUMI IANT IN1..., Ynnceiun, r'L JJUJL, uarlU5 r 11TIe<a 1 2x4 4 7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 Plate Grip DOL 1.33 CSI. TC 0.39 TCDL 15.0 Lumber DOL 1.33 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.12 BCDL 10.0 Code FRC2014rrP12007 (Matrix) 115:R?eY1GZwPtBbyESn2tPvryraon-Goz188tW5AhBr19gQ1ALIM?AY?2dbgIh6 wCLyrxxV 2.67 12 lx4 II 6 2 a • 2x4 11 3 4 2x4 II Scale = 1:17.7 DEFL. in (loc) Well L/d • • ;LATES • • t$IQ • • Q 4(A0 Vert(LL) n/a n/a 999 • • • • ►1T20 • • • • • • • Vert(rL) n/a n/a 999 • • • • • • • Horz(TL) 0.00 4 n/a n/a • • • • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=148/10-0-0 (min. 0-1-8), 4=226/10-0-0 (min. 0-1-8), 5=564/10-0-0 (min. 0-1-8) Max Horz 1=112(LC 4) Max Upliftl=-32(LC 4), 4=-86(LC 4), 5=-215(LC 4) Max Grav1=267(LC 13), 4=303(LC 15), 5=564(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-454/679 • • • • Weight: 31bIb FT = 0 % • • •••• • ••••• Structural wood sheathing direstiV oW" or 6-0-0 o6 pulgipse except WV:%tos. Rigid ceiling directly applied or 104-0 odtbracing. • • • MiTek recommends that Stabilizers and required cross bracing be in I g truss erection in accofdance•lAlIPSW lizer Installatio uide. • • NOTES- 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 1-3-14 to 5-6-13, Exterior(2) 5-6-13 to 9-10-4 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Ot=lb) 5=215. 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 Mahrnound Zo aghari, a 6 Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-233-4248 Florida Professions! E*raeftUcF. rse No. 36921 Special Inspector License No. I Job Truss Truss Type Qty Ply BISCAYNE BLVD.(Y.R) 10129 V9 Valley 1 1 �ADD:10125 Job Reference (optional) UtU U I KUOb LUMrAN T 11NU., Ynncew I, — —U—, Van— rui i ucca 2x4 i ID R 7eY 1 GZw PtBbyfCSn 2tPvryraon-9ZCXzV i09 P BaJeSRfsF HwCAsKcQoXTLHJ Ir8L6yrXXR 2x4 II 3 7 5 g 4 U4 II 2x4 II • Scale = 1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 00, • ;LATES • ISRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) n/a n/a 999 • • • • MT20 • J4%150 • • • • : • TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) n/a n/a 999 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a n/a Weight: 2 lb • • • • • • 9 � � _ 0% BCDL 10.0 Code FRC2014/TPI2007 (Matrix) • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=174f7-11-8 (min. 0-1-8), 4=77/7-11-8 (min. 0-1-8), 5=462/7-11-8 (min. 0-1-8) Max Horz 1=85(LC 4) Max Upliftl=-48(LC 4), 4=29(LC 4), 5=-176(LC 4) Max Grav1=279(LC 13). 4=235(LC 15), 5=462(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-378/659 BRACING- 0000 • 00000 TOP CHORD Structural wood sheathing dir%tjy#gpjj(V or 6-0-0 oy pr>jlijS, except `nd •rtcats. BOT CHORD Rigid ceiling directly applied or 10� 0 ombracing. • • • MiTek recommends that Sta Illzer and required c s br ing be ingtAld"rfhg e• truss erection in accordancb st•ttiizer Installatio uide. • • • • •••••• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 1-3-14 to 5-6-13, Exterior(2) 5-6-13 to 7-9-12 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=176. 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 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional EnOmli Licem No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 101?9 V7 Valley 1 1 Job Reference o tional UtUU I KUOJ UUMY/ANT INU., Ynnceron, rr. JJUJZ, Lanus rormeza 3x4 i r<un.r.oIua umicncvlo--.— — .,.... I— —..1— -- �.. �. .—. ID:R?eY1 GZwPtBbyfCSn2tPvryraon-hNe9mAhOO53jiUtF59k2N?daUC 1 col v7455bogyrXXS 5-11-8 I 4 2x4 11 2x4 II 2 Scale = 1:10.9 Plate Offsets X Y 1:0-6-1 Ed a 2:0-2-10 0-0-8 3:0-2-8 0-1-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 999 • • • SLATES • CRIV • • • • • • 244/190 TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) n/a n/a • • • • WT20 • • TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) n/a n/a 999 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a 0000 • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix) 0000 Weight: 1 r19 • • f'r = 0 % • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=247/5-11-8 (min. 0-1-8), 3=247/5-11-8 (min. 0-1-8) Max Horz 1=59(LC 4) Max Upliftl=-81(LC 4), 3=94(1-C 4) Max Grav1=312(LC 12), 3=312(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-202/415 BRACING- 000000 • 000 • • • • • TOP CHORD Structural wood sheathing direitJy agp�dh or 2-7-8bc guNin� except end verticals. BOT CHORD Rigid ceiling directly applied or 1i� oc bracing. • • • • • • • • MiTek recommends that Sta I e required crossbracing be installedduring truss erection in accordan ith to izer Installation Quide. • NOTES- 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 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 • Mahmound Zlolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engincerio License No. 36921 Special Inspector License No. 636 Job Truss Truss Type aty Ply ADD:10125 BISCAYNE BLVD.(Y.R) 10129 V5 Valley 1 1 Job Reference o tional V CI.V It(VJJ I.VIVII"HNT IIV I.., rnncewn, �l oowc, l.anw r�u ucm 2x4 i 6.R?eY1GZwPtBbyii Sn2tPvryraon-hNe9mAhOO53jiUtF59k2N?4k567Go1v7455bogyrXXS 3-11-8 6x6 = Scale = 1:7.3 2 3 • • •••• •••••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • : • PLATES • GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) n/a n/a 999 • • • • 6IT20 244/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) n/a n/a 999 • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a • • Weight: 1116 • • tt = 0 % • • BCDL 10.0 Code FRC2014/TP12007 (Matrix) • • • • • • • • • LUMBER- BRACING - TOP CHORD Structural wood sheathing direGV agpYe!I or 3-111 Qc�ptrfirt, except end verticals. TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0000a • BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 MiTek recommends that Stalyllzer n required cros racing be installedkturing • truss erection in accordanceswith Stabiizer Inst ation ide. REACTIONS. (lb/size) 1=137/3-11-8 (min. 0-1-8), 3=137/3-11-8 (min. 0-1-8) • • : • • • • • • • Max Horz 1=33(LC 4) • • • • • • • • • Max Upliftt=45(LC 4), 3=-52(LC 4) • • • • • • • • • • • Max Grav1=262(LC 12), 3=262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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 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 Mahmound Zclfagnari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional E*neerft WIM34 Na 36921 Special Inspector License No. 636' Job Truss Truss Type Dty Ply BISCAYNE BLVD.(Y.R) MV18 Valley 2 1ob [DD10125 Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, Carlos Formeza Run: 7.610 s dan 29 20 1 o rnnt 1.6 iu s dan " ZU io rvn i en 11ws"nrs, w ic. g v., 1... . age I D: R?eY 1 GZwPtBbyfC S n2tPvryraon-Goz 188fW5Ah 8r19gQ 1 ALI M? D 1 ?4q bh I hO8twCLyrxxV 16-2-8 18-0-0 16-2-8 1-9-8 Scale = 1:29.2 4x4 = 2x4 11 5 6 3x4 s 15 12 11 16 10 17 9 18 8 19 72x4 II 1.4 II 3x4= 1.4 I I 1 x4 11 1 x4 11 • •�• •18-0-00 • • • 1-9-& LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES • WKI�'• • TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) n/a n/a 999 10 • • 0 • MT20 • 4E440190 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) n/a n/a 999 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 7 n/a n/a • • • • • • • • • • Weight: 6�Ib FT = 0 % • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix) 41 LUMBER- BRACING - •••• • ••••• Structural sheathing dire"41hpplletl or 6-0-0 o• pu*lw* except *V:VjpMS TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD wood Rigid ceiling directly applied on j1-� �L•bracing, • 0x*ept: BOT CHORD 2x4 SP No.2 • • • • • • 6-0-0 oc bracing: 7-8. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 MiTek recommends that Sta II required cros9bracing be installediiii truss erection in accordanceswith to izer Inst lation gpide. • REACTIONS. All bearings 18-0-0. • • : • • • • • • • (lb) - Max Horz 1=196(LC 4) Max Uplift All uplift 100lb or less atjoint(s) 1, 7, 8 except 10=-166(LC 4), 12=-181(LC 6), 9=164(LC 6) • • • • • • • • • • • • • • • • • • Max Grav All reactions 250lb or less atjoint(s) 7 except 1=272(LC 16), 10=436(LC 1), 12=473(LC 1), 9=426(LC 1), 8=321(LC 20) • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-361/232, 2-12=-370/281, 4-9=-348/313 NOTES- 1) Wnd: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 1-3-14 to 4-3-14, Interior(1) 4-3-14 to 11-11-9, Exterior(2) 11-11-9 to 16-2-8 zone;C-C for members and forces & 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) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 7, 8 except Ot=lb) 10=166, 12=181, 9=164. 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 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 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-233-4248 Florida Professional EnginceftLimnse No. 36921 Special Inspector License No. 636' Job Truss ssType Oly Ply BISCAYNE BLVD.(Y.R) 101�19 MV16 T1'.ley 1 1 JADD:10125 Job Reference o tional uc�.� i rcvaa t,vmrr�ry r uvi.., rnnuemn, r� oow<, �,anva r�nucm ID:R?eY1GZwPt6byfCSn2tPveyraon-obPewoeuKtZHDtaOsJf6D9Sw bd2s15SMUMN rXXVW 16-0-0 j Scale = 1:25.6 2x4 II 4 9 7 10 6 11 5 4x4 ::� 1x4 II 1x4 II 2x4 11 Plate Offsets X Y -- 1:0-7-6 Ede • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • • PLATES • BRID • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.75 Vert(LL) n/a n/a 999 • • • VT20 2g4/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) n/a n/a 999 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a • • • • • • Weight: 5;19 • • = 0 • • BCDL 10.0 Code FRC2014/TP12007 (Matrix) • • • • LUMBER- BRACING- •••••• • ••• •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir%t)y app�Ad or 6-0-0bc eut+lin' except end v i Is. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 0- oc bracing. *00000 WEBS 2x4 SP No.2 MiTek recommends that Sta required cross4bracing be installedduring OTHERS 2x4 SP No.2 truss erection in accordancewith to izer Insty lation guide. • REACTIONS. All bearings 16-0-0. • • • • • • (lb) - Max Horz 1=191(LC 4) • • • • • • • • • • • • • • • Max Uplift All uplift 100lb or less at joint(s) 1, 5 except 7=-285(LC 4), 6=132(LC 4) • : Max Grav All reactions 250 lb or less at joint(s) except 1=338(LC 14), 5=292(LC 17), 7=746(LC 1), 6=358(LC 16) • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-256/0 WEBS 2-7=-564/659, 3-6=-305/276 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 1-3-14 to 5-6-13, Extedor(2) 5-6-13 to 15-10-4 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) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=285, 6=132. 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 Mahmound Zo{faghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Far. �Q5-2354248 Florida Professional Enghwerin'ticense No. 36921 Special Inspector License No. 636: STANDARD LATERAL WEB BRACING 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 Ibs. FORCES IN EXCESS OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 Ibs. SHALL BE CONNECTED A FIXED LATERAL BRACING. DE-M.-IL RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. • •—• — • • • •••• • ••••• •••••• • ••• ALT. LATERAL BRACING DETAIL ••, • -10d 0 6" �••••• • C! V. TRUSSES 24" T—BRACE SAME 912E AND GRADE AS WEB. O.C. TYP. WEB (2x6 MAX.) WI TH i ® 6" WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LEHGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. • ••••• • MINIMUM GRADE OF LUMBER TPI-2007 O Mahmoud -Zolfaghori T.0SEE STRUCTURAL SHEET. 13901 S.W. 108 A»e. ...... Revised: Miomi, FL 33', Z6 B.0...... SEE STRUCTURAL SHEET. 7/7/94 �\\// �� 305-253-242E- WEBS ... SEE STRUCTURAL SHEET. 03/2012 P.E. No... 36921, C OO LOADING PLF INCR.: L. D. STR. 33% DRAWN BY: G.L.H. T.C. 30 15 CHECKED BY: J.A.I. B.C. 0 10 SPACING: 24 INCH O/C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. 0607 STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF- LAYOUT 12 —I G I T r !- J STRAP @ 48" O.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (a). SUPPORTING TRUSSES @ 2'-0" C.C. MAX. .... • NOTES: (a) Provide continuous broc4r!g on v er0 cols .0 over 6'-3". Connect bWVj to v"I•t it a Is ••••• w/2-8d nails and broc ng *must be •tied tc:.a.. fixed point at each encf*••. :...:. . (b) Max. spacing for verti ��I*0....studs �8�--0 ..... On trusses with spans.�tw• 24''�•tle verticals should be spoiiid.pt 6'-0'. o.c.. mox.• (c) Conn. for wind uplift vi/ 4). 1 J`4' , 16 twist strap at 4'-0" imteI;�%is w;•4•11d no4s each side of strap. •• • ••• • :•••• Max. 175 mph wind speed 20'-0" r7I4. wall height. (ASCE 7-10). VALLEY TRUSSES AT 2'-0" O.C. MAX. OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING SHEETS. LOADING (PLF) L. D. T.C. 30 15 B.C. 0 10 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 Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. Mohmoud -Zolfoci-6 i 13901 S.W. TOS ,?ve. Miami, FL' 33176-- 305-253- 2-423 P.E. No. 36U1 TRUSS COMPANY, INC. Trusses & Bui I di ng M ateri a1 s 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-191 1 HIP / JACK HANGER DETAIL SHEET I . 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 (L/R) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND 1 V-0" SETBACK, USE USP 1 jJC;$. • • • • • • UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH.'. THREE (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE QJ I , • • 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD *WITH TH1" (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AGPT"r & • BOTTOM. •��•�� 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER ON BOTT" " CHORD AND NAIL TOP CHORD WITH THREE (3) -16D NAILS N?,bkJSE {3Sr ; 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 Florida Approvals Fnr nniling and nroner use of hangers Hanger / Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number FL17243-R1 RT8A - Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved tab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest load values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC and 2012 IRC building codes that discuss the H use of products contained in this catalog. We strongly encourage you to consult with Y a qualified design professional to review the exact requirements of the relevant code 0 references for your project. e Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Listing e Ref. IC�-- ��= ESR-2266 1 ESR-3444 2 ESR-1678 3 ESR-1702 4 ESR-3445 5 ESR-3446 6 ESR-1970 7 ESR-3447 8 ESR-2685 9 ESR-3448 10 ESR-3449 11 ESR-2761 12 ESR-2787 13 ESR-3455 14 ESR-3456 15 ESR-2089 16 ESR-2362 17 ESR-2526 19 ESR-3768 20 ESR-3847 21 ESR-3754 22 IAPM0-UES ER ER-0200 30 ER-0201 31 ER-0311 32 ER-0473 33 :LAy OBS —= — �" LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR25759 R6 RR 25753 R7 RR 25976 R8 RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 R17 GUSP STRUCTURAL CONNECTORS MiTek Code Agency Approval Listing Code Ref. ram' FP _tw Statepf Florida..' ; Prodypt.•.. Appro"% •• •••••• 0 0 0 * • . • . • • • • • • • . • FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL578 F9 FL17241 F10 FL17248 F11 FL17249 F12 FL11?�`N0 F14 FL17-W � F15 FL1168j1�.� Firs FL176990 F1? FL2479.;. He FL10739 F19 FL1247. • ; F29. FL2033 • F23 FL5111. . F23 FL6223 F24 FL172290 ^9 F28 FL17231 F29 FL17219 F31 FL17227 F32 FL17230 F33 FL17246 F35 Prescriptive Code -- 1 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity -- 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC-ES — ESR reports: http://www.icc-es.org/Evaluation_Reports IAPM0 Uniform ES — ER reports: www.iapmoes.org/EvaluationReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: wwwflnridahnildinn nrn/nr A Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. A 1 45' ^�-- 45° %d Typical HJC/HTHJ installation top view 1-3/4" H y• /� 3-1/4" 6• �► HJC 2" a�H '(5" HTHJ Typical HJC/HTHJ installation i 45° 45° Typical HHC installation top view r 1 1-7/8" 9` y �3-V4" HHC GUSP° STRUCTURALCONNECTORS MiTak "n ,. co CL •••••• 45°�► ��-45'�� • ..... Ty0g4lJtJrC installation top view' • ; • • ...... . ... ..... .. .. .. . ..... • •--. • • 1-3/4" • • • • • • •• •� ••• _ •' 'iy • • s-1/4" 10 1/2" Ay HJHC Fastener Schedule DF/SP S-P-F Allowable Loads (L mf Allowable Loads (Lbs-f Supported Member SMem�berng per per Floor Roof UpIWr1001% Root UpliW USP Steel H Ffip Jack Code Qty Type Qty Qty Description Stock No. Ref. No. Gauge (n Type 100% 115% 125% 160%115% 125% 160% Ref. 2 x 6 right /left I HJC26 I LTHJA26,1 THJA26, 12 1 5-3/8 j ; 16 I 16d 5 7 10d I ( 2385 I 2740 2980 l 1840 21801 1 2510 { 27251 i 1955 10, 1 R8 THJU26 _ I —L-- F5 2 x 8 right / left HJC28 — 12 7-1/8 20 16d 6 8 10d 2980 3425 ' 3505 1840 12725 12051 28551, 1965 , 2 x6terminal HHC26 LTHJA26' 12 5-7/16 20 16d 5 10d 31001 3505 3505 7130 2725 2800 2800 1870 THJA26 2 x 8 terminal HHC28 12�7-3tl6 24 16d 6 10d 3505 f 3505 3505 2410 2�5 2865 2805 1930 130 2 x 6 terminal HJHC26 --12-7/16, 20 16d 5 2 10d 3700 3505 3505 i 2410 2725 2815 2815 7935 x 88 terminal HJHC28 — 1217 3/16 24 16d 6 2 —5'1 10d 3505 3505 3505 24i0 2820 2820 2820 1940 _ _22 2 x 6 terminal HTHJ26-18 — 18 { 5 �6 16d 7 16d 21901 2520 2740 1790 1920 2110 21 00 +�' 1225 1 ' OF58' HJC Specialty Options Chart Option Hip Truss Skew Range 30'to60' Allowable Loads 100% of table load Add SK, angle of hip Ordering required, to product number. Ex. HJC26_SK55 --Specify angle (60- max) Typical HJC (skewed) installation with altarnntp clrpw nnnip tnn view 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" varies -. y 8"max. width HJC (skewed) M Hangers SKH / SKHH Skewed 450 Hangers 4ari f Y. W r1 1 W Typical SKH26L installation SKHH210L left skew left skew 4-60- US P STRUCTURAL CONNECTORS MiTek Ir6 )' AVAILABLE IN ' H COAT i I E-yyy SKHH21OL-2 left skew FasWrw SdwduW OF/SP S-P-F Dimensions (n) AWwabk Loads (Lb..) Alkrwabk Loads (Lbs ) 0 Header Joist Beam/Joist LISP 2 Code Floor Roof UptW Roor Roof UpItW 100% 115% 125% 160% 100% 115% 125% 160% Size Stock No. Ref. No. Ga. W H D lily Type Dly Type c.i m Ref. 2 x 4 SKH24UR SURIL24 16' 1-9/16 J 3-1/4 ¢ 1-7/81 4 + 16d 1 4 ( 10d x 1-1/2 510 t 510 1 510 565 395 j 395 j 395 ; 440 6, R11, 2 x 6-8 SKH26UR SUR/L2 6 } 16 1 /4 1-7/8 6 16d 1 6 10d x 1-1/2 ..830 8901 890 1085 ; 700 700 70NO 980 &J F3 2x8-12 SKHH26L/R SKH28L/R �( 14 16111-9116 ; 1-5/8 5-1/8 1 7-1/4 3-1/4 1-7/8 18 10 16d 16d 12 8_ 10dx 1-1/2 10dx1-1/2�1.380 1850 1980 1465 1980 1465) 885 1360 11555115 11fL0 1555 116t:; 1160' 6951• 1M r 130 0R11,F3 ----- SKHH28UR -- f - t - 14! - 1-5/8 i 7 ! 3-1/4 26 16d 16 - 10dx 1-12 -. i 2465 ik - 278ti - 27�! 1280 211i' t— 22�J �7100 995 ! 130 SKH210L/R SUR/L210, ( ( 161, 1-9116 9-1/4 1-7/8 f 14 16d 10 10d x 1-1/2 r 1790 1790 1790 1565 ; 1425 • i 1425 f 1425 ii •. 12#5 .x • 6. Rt 1, 2 x 10-14 �_ SUR/L214 -- _+ --- -1—i-- • • • • •. • •1 • F3 SKHH21OUR ( - i 14 1-5/8 i 9 4-1/4 34 16d 20 10d x 1-1/2 2935 29M 29351 1520 23111T YS3+•tt 1210 • 1 130 1-3/4x SKH172OUR SUR/L1.81/9 16 1-13116 9-1/8 1-7/8 14 10d 10 10dx 1-1/2 1625 1870 2030 1565 141b� i6g5•I1730 12g5• • • • 9-114 -14 1-3/4 x SKH1724L/R SUR/L1.81/11, 16 1-13/16 11-1/8 1-7/8 16 10d 10 10dx1-1/2 1855 2135 2320 1565 16& • �,,n • 12L5 • • • '• 11-1/4-18 SUR/L7.81/14 •-i-a i:M —( • • 2- 2-1/8 x i SKH2O2OLIR SUR/L2.06/9, ( 16 2-1/8 9 { 1-7/8{ 141 10d 10 4 10dx1-1/2 1 162511870 2030 1565 14V I J715 12351 • _ 9-1/4-14 - SUR/1-2.1 /9 _ - • 1 • a 2- 2-1/8 x SKH2O24UR SURIL2.06/11. 16 2-1/8 11 1-7/8 I1— 16 1 10d , 10 { 10d z 1-1/2 18551 2135 2320 1565 • 1635 `1880 (2040 12y�i• i • • • • 11-1/4-18 SUR/L2.1/11 ( •.S__..,..___{___• ? a 2-1/4 - 2-5M6 x SKH2320UR SUR/L2.37/9 16 2-3/8 8-7/8 1-7/8 14 tOd 10 10dx1-1/2 1625 1870 2030 15651430•i545 • I •• i715 12if•• ) i • 9-1/4-14 • 2-1/4 - 2-5/16 x SKH2324UR SUWL2.37/11, 16. 2-3/8 10-7/8 1-7/8 16 10d 10 10dx 1-1/2 1855 2135 2320 1565 1635 1880+ 2040 1236 • • 1 6 11-1/4-18 SUR/12.37/14 _ 3x6-8 SKH36UR - 16 2-9/16 ; 4-3/4 1-3/8' 6 16d + 6 10dx1-1/2 j 830 950 1025 1085 725 18301830' 980 1 R11, 3 x 8-12 _ SKH38UR 16 t 2-9/16 6-3/4 1-38 10 16d 8 106 x 1-1/2 1360 1585 1585 1360 1210 { 1255 , 1255 124q 1 F3 3 x 10-14 SKH310UR - 16 2-9/t6i 8-3/4 j 1-3/8 14 16d 10 10d x 1-1/2 1930 2220 2250 1565 1780; 2045 i 2090 1245- 3 x 12 -14 -16 SKH312UR 16 2-9/16 1 10-3/4 ' 1-3/8 16 16d 10 10d x 1-1/2 2210 2500 2500 1565 20351 2190 2190 1245 2-19-1/4 SKH2520L/R _ SUR112.56/9 16 2-9/16 8-5/8 1-7/8' 14 10d 10 lOd x l-1/2 1625 1870 2030 1565 1430 1. 164t5l 05 1230 -14 2-1/2 z 11-1/4-16 SKH252411R SUR42.56/11, SUR/L256/14 16 ) 2-9/16 10 3/4 1-7/8 16 10d 10 lOdx 1-1/2 1855 2135 2320 1565 �16351 18802040! 1230 I 2-5/8 x SKH2620UR + -- i 16 j 2-11/161 8-11/16 i 1-7/8 14 10d 10 10dx 1-1/2 1 1625 1870 2030 1565 114301 1645 1705I 1230 9-1/4 -14 2-5/8x ( 16 (22--1`1/16`10-11/16t 1-7/8 16 10d 10 10dx 1-1/2 1855 2135 2320 1565 1635 1880 2040 f 1230 t 11-1/4-16 SKH2624I/R - - ) I { SKH26LJR-2 ' SUR/1-26-2 J 16 3-1/16 4-1/2 1-3/8 6 16d 6 10d 830 950 1035 1115 725 , 835 ; 865 9W (2) 2 x 6-8 SKHH26UR-2 HSURIL26-2 14 3-1/16 ' 5-1/4 2 12 16d 4 16d x 2-1/2 1850 2040 2040 885 1495 1495 1495 650 130 SKHH26L/R-21F HSUR/LC26-2 14 3-1/16 5-1/4 2 12 16d 4 16d x 2-1/2 {2 2x8-12 SKH28L/R-2 ' - 16 3 1/16 6-1/2 1-3/8 10 16d, 8 10d 1380 1585 1725 1360 1210 1395 1515 1065 6, SKH210L/R-2 ' SURIL.210-2 16 3-1/16 8-1/2 1-3/8 14 16d 10 10d 1930 2220�2415 1565 1695 19M 2120 1235 1111,173 (2) 2 x 10-14 SKHH210UR-2 HSUR/L210-2 HSURIL214-2, 14 3-1116 ( 8-1/2 2 20 16d 6 16d x 2-1/2 3D80 3475 3695 2280 2580 2745 2745 1695 SKHH21MM-21F F 130 HSLWLC210-2 14 . 3-1/16 " 8-1/2 2 20 16d 6 16d x 2-_1/2 (2)2x 12-16 SKH212L/R-2 ` SURA214-2T 16 3 1/16 10-1/2 1-3/8 16 16d 10 10d : 40 2575 2800 1565 1940 2230 2405 1235 I 3-1/2x 8-14 SKH41OUR ' SURIL410 14 3-9/16 8-1/2 2-1/2 16 16d 10 , 16d 222555 2540 2540 1565 1995 2290 2400 1215 6, 3-1/2x12-18 + SKH414UR " SUR/1-414 14 3-9/16 12-1/2 2-1/2 22 16d 101 16d 3100 3565 3880 1565 r2740 3150 3425 1215 R11, SKH46L/R ' SUR/L46 14 3-9/16 4-3/4 2-1/2 10 16d 6 1 16d 1410 1590 1590 1355 1225 1225 1225 1050 -~ 3 4x6 8 SKHH46LIR HSUR/L46 14 3-9/16 5-1/4 2-1/2 12 16d 6 16d 1850 2040 2040 885 1490 1490 1490 650 130 SKHH46L/RIF HSUR/LC46 14 3-9/16 5-1/4 2-1/2 12 16d 6 16d SKIWOL/R ` SUR/1,410 14 3-9/16 8-1/2 2-1/2 '16 16d 10 16d 2255 2540 2540 1565 1995 2290 2400 1215 6,R11,F3 4x 10-14 SKHH410UR HSURIL410 14 3-9/16 8-1/2 P-1/2 20 16d 10 16d 3080 3475 3695 2280 2580 2735 2735 1690 - 130 SKHH410URIF HSUR/LC410 14 3-9/16 8-1/2 2-1/2 20 16d 10 16d I _ SKH414LIR ` SUR/1414 14 3-9/16 12-1/2 2-1/2 221 16d 10 16d 13100 3565 3880 15651 2740 31501 3425 1215 1 16,1111,F3 4x 14-18 SKHH414L/R HSUR/L414 1 14 3-9/16 12-1/2 2-1/2 261 16d 1 101 16d 4005 4515 4650 2280 3520 3740k3740 t635 - 130 SKHH4141JPoF HSURILC414 14 3-9116 12-1/2 2-1/2, 26 16d 10 16d I 1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) MAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. ® Stainless Steel 0 Gold Coat Miter cut required on end of joist to achieve design loads. .. .. ... .. .. . - m unr_ ME r"+eta 7+- F. Truss & Rafter HC / HCPRS / HHCP / LFTA / RT Rafter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. VUSP" STRUCTURAL CONNECTORS MiTek �x DF/SP S-P-F Fastener Schedule Allowable Loads (Lba.)' Allowable Loads (Lbs.)1 lift with Lateral Uplift with . Truss/Rafter Plate Stud 1-12" Sd x 1-1/2'Code c USP Steel Uplift M[gd;x Uplift Ft F2 i?Stock 0tY Type 0tY Tpe my Te 160% 160% No. Ref. No. Gauge 160% 160% 16076 160% 8 W Ref. RT3A H3 18 4 8d 14 j Sd - 610 1 190 1 190 610 1 525 i 160 I 160 525 RT4 H4 18 4 8d 4 8d - 410 215 215 410 345 180 180 345 ` 10, RT5 H5 18 4 8d 4 Sd —xi:-VT ; _-- 540 265 265 _540 ) 450 225 225 _450 R8, RT6 HS24 18 8 10d x 1-1/2 6 10d 665 800 800 665 j $ 560 670 670 560 RT7 18 5 i 8d 5 8d` - 585 195 195 585 495 —t-175 1 160 160 495 RT7A H2.5A 18 5 ? 8d 5 1 8d �670 210 210 670 565 175 I 565 RT7AT H2.5T i 18 5 8d x 1-1/2 5 ' lid x 1-1/2 ' - 555 210 210 555 i 465 ' 180 ? 180 ' 465• • • • F18 RT8A HS 1 18 5 10d x 1-1/2 5 10d x 1-1/2 -- - 775 215 215 77_5 650 480 480 6 • • • • RT70 H2, H2A 18 6 8d 8 8d 6 8d 585 195 195 585 i 495 1C�0•'• 162 495• 10, RT15 --- H1 18 x 1-12 5 8d 530 500 340 i 530 445 t 285 410 • ' R8, «RT16A H74A ? 18 i 9 1 10d x 1-1/2 8 i 10d ? -- 1380 800 645 1380 1160 �7.0.! j4d5 116C HP • RT16AR RT16 2 H10A�- �R H10-2 18 18 9 8 10d x 1-1/2 Bd 8 8 lod 8d - 1380 1160 800 655 645 415 ( 1380 1160 ; 1160 975 ?—i i 670• �Q• • 645 •-.3 1160 • 9 •i • � 13d 10,1�. HHCP2 HHCP4-TZ HCP2 HCP4Z 18 16 10 8 10d x 1-1/2 ' 10d 10 8 10d x 1-1/2 10d - 800 1100 370 410 -- -- - -- 800 -_-_ 670 9205� 310 i 670 V • _• F5 I 13Q HC520 GBC 18 11 8d 6 8d 515 47 4430 515 445 170 445• • • • HCPRS 18 5 8d 6 8d 540 500 340 540_ 455 ; 876•,••-l889 455 � 10, B8, F5 LFrA62 H6 16 8 8d 8 Bd -- - 1210 700 90 1210 1015 90 ia, } 1(yj5 14,R9� R720 16 9 10d x 1-1/2 4 10d 9 # 10d x 1-1/2 , 1200 - - I 1200 1005 ; -- - ? 1 •'� • 10, R8 F5 • • • • • • • • • • • • 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. • • • • Corrosin Onish. : • • • • 2) LFTA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend fine. ® Stainless (10 0 Gold Coat Lateral F1 and F2 load directions do not apply to roof truss -to -top plate installations. IA HDG f3 Tripe Zinc 3) 8d common nails may be substituted for Sd x 1-1/2 nails, and 10d common nails may be subsffblted for 10d x 1-1/2 nails. 4) NAILS: 8d x 1-1/2" nails are 0.131" dia. x 1-1/2" long, 8d nails are 0-131" dia x 2-1/2" long, 10d x 1-12" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue font. A Uplift I - Fl per` 4Y^ ♦ "" t �. F2 , i Typical RT3A Typical RT4 Typical RT5 Typical RT6 Typical RT7 e truss/rafter to plate truss/rafter to plate truss/rafter to truss/rafter to truss/rafter to installation installation double plate installation plate installation double plate installation r Uplift .�' rowan . reran+„ ,•�v . , �tx" -•-.�� 4L F2 >• J 6+y t .-`fir Typical RT7A Typical MAT Typical MA Typical RT10 Typical RT15 truss/rafter to W bottom chord stud to double plate truss/rafter to double plate truss/rafter to dniihlp nlatp inctallatinn inctallatinn inctallatinn to thud inctallatinn rfrnrhlp nlatp inctallatinn N A Hangers NUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30' to 45' nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See NUS Specialty Options Chart. Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30' to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS -16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail design Uses standard features fewer nails and length nails faster installation HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Flange Not available in Range widths less than 2-1/4". _ 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS410_IF Typical HUS4101F inverted flange installation p Typical HUS46 installation a HUS28-2 AVAILABLE IN COAT US P STRUCTURAL CONNECTORS M170k Typical JUS26 installation A Hedgers Face Mount Hanger Charts voUSP, STRUCTURAL CONNECTORS MiTek Fastener Schedule2A DF/SP Dimensions (in) Allowable Loads (Lbs.) c Header Joist USP Steel Q m Code Floor Roof Uplift' 100% 115% 125% 160% Joist Size Stock No. Ref. No. Gauge W H D A Qty Nail Qtv Nail - LL Ref. JL24 LU24 20 1-9/i6� 3 1-1/2 15/16 f 4 4� 101 16d 2 2 101 x 1-1/2 tOd x 1 1/2 i 470 560 540 _640 580 695 320 ---- -I 320_ i _ ; 5, R5, F2 31, Rt, JL241F-TZ 18 A 1-9/16 3-1/8 1-1/2 ---- 4 4 10d HDG 16d HDG 2 2 10d x 1-1/2 HDG f 10d x 1-1/2 HDG 465 550 535 615 580 615 280 280 F32 2 x 4 JUS24 LUS24 18 11�9/16 3-1/8 1-3/4) 1 4 10d �_ 2 10d 675 775 835 510 SUH24 U24 �� 16 i 1-9/16 Y3-1/4 ` 2 1-3/16 4 10d "- 2 �-----�-"--- 10d x1-1/2 500 590 560 605 380 5, I I _ 4 4 16d 2 �2 1Od x 1-1/®2 10dx1-1/2 565 665 650 720 705 380 290 HD26 HU26 14 1-9/161 3-1/2 2 1-1/8 _ 16d 1 JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 805 970 650 6 16d 4 10d x 1-1/2 840 960 1045 650 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 --- 6 10d HDG 4 10d x 1-1/2 HDG 695 800 870 730 3 Rl, 6 16d HDG 4 10d x 1-1/2 HDG i 830 950 1035 730 F32 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1080 1115 5,115,72 2 x 6 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1 1285 1475 1605 865 131, R1, F32 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 750 840 910 755 1y 6 16d 4 10d x 1-1/2 880 1000 1080 755•- .�"� f HUS26 HUS26 16 1=5/8 5-7/16 3 2 14 16d 6 16d 2760 •3140 3345 19L 5, • • HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 '• 650• A05 290 —710*'.1-.- ; _ R5, HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 1Od x 1-1/2 1130 1 5 1 10 i• F2 JL26 LU26 20 i j 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 ( 10dx1-1/2 710 650+-_: • •• • ) 6 1 16d 4 10d x 1-1/2 840 99116 _ •It145 650 _ JL261F-TZ LUG26Z 18 1-9/16 4-1/2 1-1/2 t 6 10d HDG 4 1 Od x 1-1/2 HDG 695 100• •870 730 • • 31, R7% 6 16d HDG 4 1Od x 1-1/2 HDG 830 'ova1 •35 7 • F32• • JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 1 Od x 1-1/2 - 1180 1 95 855: • • • 5, R5, P2• 10 16d 6 10d x 1-1/2 1400 16b0 1l40 896 • • 8 10d HDG 4 1 Od x 1-1/2 HDG 930 1065 1160 730 JL281F-TZ ---- 18 1-9/16 6-1/8 1-1/2 -- -- • F32 8 16d HDG 4 1Od x 1-1/2 HDG 1105 • 15 730 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 01000 law11 • • • 5, R5, F2 JUS28 WS28 18 1-9/16 6-5/8 1-3/4 1 6 10d 4 10d 1110 •127 #42 11 f5 • 2 x 8 MUS26 MUS26 18 1-9/16 5-1116 2 1 6 10d 6 10d 1285 1di5 1605 865. • 31,Rt MUS28 MUS28 18 ' 1 9116 7-1/16 ' 2 1 I 8 10d 8 10d 1710 1970 2140i 1230 _• 0 F32 SUH26 i U26 1 16 ! 1-9/16; 5-1/8 2 1-3/16 -6-; 10d 4 I 10d x 1 1/2 750 84fl 910 755 i 1 6 16dA 4 10d x 1-1/2 880 1000 1080 755 r SUH28 j 1 6 _ 1 9/16 _ 6-5/8 -� 2 i -- r 1-3/16 8 10d i 6 10d x 1-1/2 10DO 1120 . 1210 800 `- 5, 8 16d 6 10d x 1-1/2 1175 1335 1440 : 800 t 5/88 1 HUS ;HUS26 16 �1-5/8 5-7116 j 3 2 14 ; 16d 6 16d _ 2760 3140 3345 1925 ``' HUS28 HUS28 1 16 4"- 7-3/16- 3 2 ! 22 16d 1 8 16d 14170 4345 4345 MO HD28 HU28 1 14 1-9/1 5-1/4 2 1 1-1/8 i 8 j 16d 4T 10d x 1-1/2 1 1130 1295 1410 730 HD210 HU210 i 14 11-9/16 7-3/16 i 2 1-1/8 , 12 16d 4 1Od x 1-1/2 ; 1690 1945 2115 730 ; 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30° to 45' angle through the joist or truss into the header to achieve the table loads. 4) NAILS: 1Od x 1-1/2" nails are 0.148" dia. x 1-112" long, 1Od nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel C']Go1d Coat C]HDG ®Triple Zinc co ca P i t— a� t6 Q. Plated Truss THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger. Some THD models are available with a A min/max installation option. Materials: See chart Finish: G90 galvanizing .:.;. > H Options: See chart for Corrosion Finish Options Codes: Seepage 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • THD Min — Fill all round nail holes. r` Typical THD28 W'y\ THD28 • THD Max — Fill all round and diamond holes. installation Some model designs may vary from illustration shown t^1 op U S P STRUCTURALCONNECTORS MiTek THD double or larger Dimensions (m) Fastener Schedule DF/SP Allowable Loads (Lbs.) • • Header Truss Joist / USP Steel Min/ o •• g c core Floor Roo dlpRLtt 100% 115% 19% 109f, 6 Truss Size Stock No. Ref. No. GaugeTWH D A Max[Qty Type Qty Type $ LL Ref. 2 x 6 - 8 THD25 HTU26 16 1-5/8 15-1/16; 3 1-7/8 Min ! 18 16dt 12 Max 1 201 16d 20 tOd x 1-1/2 10d x 1-1/2 2645 2940 3000 3335 34?0• •23!_0 ' } v-- -- � ^� Min 1 28 16d 16 10d 1-1/2 4115 4485 44>i6�• 30 — 2 x 8 -10 THD28 HTU28 16 1-5/8 ' 7 3 f 1-7/8 x r `• • 1 Max 28 16d 26 — Min 38 16d 20 10d x 1-1/2 10d x 1-1/2 4115 5115 4670 5115 � 5119T 30 55 If 2 x 10 -12 THD210 HTU210 16 1-5/8 9 3 1-7/8 Max 38 16d (32 10d x 1-1/2 5585 6335 6415.1 3�71SO • fx (2) 2 x 6 - 8 THD26-2 HHTUS26 2 14 3-7/16 5-3/8 3 2 -- 18 16d ! 12 1 Dd 2770 3150 3 5•t 0 •2 HHTU28 •——• (2) 2 x 8 -10. THD28-2 22 14 3-7/16 7-1/8 3 2 -- ) 28 j 16d 16 10d 4310 486`0 i 5�05 125 • • (2) 2 x 10 -12 d THD21D-2 H Oat 14 ! 3-7/16 9-1/8 3 2 _ 111 38 i 16d j 20 ___ 10d i 5850 = 6600 I t 3906 • ii* } R5, 6 - 8 THD46 HHUS46 14 3-5 8 5-5/16! 3) 2 ! 18116d 12 ! 10d 2770 3125 i�2340 F2 _4_x 4 x 8 - 10 ; THD48 -- HHUS48 1 j — 14 3-5/8 7-1/16 3 ! 2 1 "--t--- — f 28 + 16d i 16 ; (— 10d —- 4310 4860 �5005 2595 4 x 10 -12 i 4 12 I THD410 THD412 j HHUS410 14 ; _ 3-5/8 3 5/8 -1/1 9 1/16 E —t l— 3 s 3 _1 2 3 ' 38 � 16d 20 t 488� 16d r 20 10d 10d 5850 7045 66W 704 17045 3905 3905 1 x -14 _ �HHUS210-3 �14 r — t ^ 4 x 14 - 16 2 10 -1� T THD414 D210-3 j 14 1 12 3-5/8 ` 5-1/8 12-7/8 9 3 3� 3 3 58 , 16d 1 20 ' � 38 16d 1 20 10d 10d 7045 6535 1 7045 'r 7255 7045 13905 7605 (3) x 6 x 10 -12 , THD610 HHUS5.50/10 ! 12 i 5-1/2 9 3 3 38 : 16d 1 20 ; s 7Od 6535 7255 76M 3850 3410 6 x 12 14 I THD612 12 5.1 /2 11` 3 j�u3 48 , 16d i201 10d _ 8255 8415 8415 4255 6 x 14 -16 THD614 12 15-1/2 12-7/8 3 58 i 16d1 20 ` 10d i 84151 8415 8415 4255 2 x 10 -12 THD210 4 HHUS210-4 1 12 1 6-3/4 1 9 3 3 -- ' 38 16d ' 20 10d 6535 7255 7605 3850 s 7 x 9-1/4 - 14 ! THD7210 HHUS7.25/10 , 12 ; 7-1/4 9 3 ! 3 ! — 138 16d 1 20 , 10d 1 65351 7255 7605 3410 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) NAILS: I Od x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 1Od nails are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel ®Gold Coat 13HDG ■Triple Zinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option Skewed'-' Sloped Seae Sloped / Skewed' 2,' 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°k of table load 65% of table load 65% of table load 65% of table load when Loads nailing into the support members end grain. Add SK, angle required, Add slope required, right (R) or left (L), and anSL, and up (U) or Add 11F, one flange, Ordering square cut (SO) or down to See Sloped Seat and Skewed. right (R) and left (L), bevel cut (819 Ex, THD410_SK45R_SD_SL30D to product number. to product number. number. numb Product nu Ex. THD410_11FR Ex. THD410 SK45R SD Ex•THD410_SL3DD 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) For skewed hangers, the required cut type (square or bevel) of joist member may vary based on skew angle and width of hanger. Some square cut hangers will require custom pricing due to welded back plate, New products or updated product information ire designated in blue font. ", D ECo TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-1911 www.decotruss.com Hanger Approval Submittals Hanqer Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap State of Florida or Miami -Dade County I.D. Number Approval Number THD Series FL 13285 THDH Series FL 821 GTWS2T, GTWS3T,GTWS4T FL 6223 '••' •• • HTW16 Twist Straps ...... ... ... FL 820-R2 ...:.. • SKH26 L/R Miami -Dade Approval Number 11:0,51- 0.0%. .*see USP ■ a STRUCTURAL •YY" CONNEC1GN -- A M1tek C ,.m Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3" can have one flange inverted with no load reduction. Specify right (R) or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 Installation: • Use all specified fasteners. See Product Notes, page 11. Some model designs may vary from illustration shown' t-• 1` Typical THD210 installation Joist Truss Size USP Stock No. Ref. No. Steel GaugeFw Dimensions Fastener Schedule'' Allowable Loads (Lbs.) Code • • • Ref-000 . • HJDJ ader Truss DF-LISP Type QtyType Floor Roof Uplift 100 % 115% 125 % 160 % 2x6.8 THD26 i HTU26 1 16 1 1-5/8 5-1116 3 1 18 16d 12 10d x 1-V2 2485 2855 ; 3060 1j0 2 x 8 -10 THD28 ; HTU28 16 1 1-5/8 7 3 28 16d 16 1 10d x 1-1 /2 1 3865 3965 1 3965 • • 2A0 • • • • • • 2 x 10 -12 � THD210 HTU210 16 1-5/S 9 3 38 t6d 20 i 10d x 1-112 5075 5115 5115• •;• • "5 • • • 5 (2) 2 x 6 - 8 THD26.2 ) HHUS26-2, HTU26-2 14 3-7116 5-318 3 18 16d 12 10d 2540 2920 3175 2 5 (2) 2 x 8 -10 THD28-2 HHUS28-2, HTU28-2 14 3-7116 7-1/8 3 28 16d 16 tOd 3950 4540 4935 2595 ~ 3s • .1 a2 • (2) 2 x 10 -12 THD210-2 HHUS210-2, HTU210-2 14 3-7116 9-1/8 3 38 16d 20 '1 10d [ 5360 6160 6700• 3840 4 x 6 - 8 THD46 HHUS46 14 3-5/8 5-5/16 3 18 16d 12 , 10d 2540 2920 3175 • 85 R5 4 x 8 -10 THD48 HHUS48 14 3-5/8 7-1/16 3 28 16d 16 10d 3950 4540 4935• • • 2696 • • • • • • • • 4 x 10 -12 THD410 HHUS410 14 3-5/8 9-1/16 3 38 j 16d 20 10d 5360 6160 6700 • 4 GVTO• 4 x 12 -14 1 THD412 — — 14 3-5/8 11 3 48 16d 120 j 10d 6770 7045 7045 • 4 x 14 -16 THD414 — — 14 3-5/8 12-7/8 3 58 i 16d j 20 10d 7045 7045 7045 • 93810 5. F30, R5 (3) 2 x 10 -12 THD210-3 HHUS210-3 12 5-1,18 9 3 t 38 16d 20 I 0d 5660 6510 7045 38 5, I�.fW". R5 67 10 -12 THD610 HHUS5.50110 12 5-1/2 9 3 38 16d 20 10d 5660 6510 7080 • 6x12-14 TH0612 — i 1 12 5-1/2 1 11 EE 3 48 116d 1 T20 ( 10d I 7150 8225 8415 + • 4061 • •5•F18 • F10,F3RD2JR5 •• 6 x 14 -16 THD614 -- 12 1 5-1/2 1 12-7/8 3 1 58 16d 20 I 10d 9415 8415 8415 4065 5, F30, RS 7 x 9-114 -14 THD7210 I HHUS7.25110 12 1 7-1/4 1 9 3 1 38 j 16d 120 3 10d 5660 6510 7080 3410 5, F18, F30. D2, R5 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 1-112-long. 3) Minimum nail penetration is 1-5/8' for 16d nails. Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Option Skewed'' Sloped Seal" Sloped I Skewed'''' Inverted Flange Not available in widths < Y. 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 { 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 € Ex. THD41011FR 1) Skewed hangers with skews greater than 15` may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15' may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut or scare cut on joist in all applications. 1-800-328-5934 • www.USPconnectors.com gooUSP � STRUCTURAL CONNECTOR$'' A MRek' Company E Materials: 12 gauge Finish: G90 galvanizing options: See Specialty Options Chart. Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30° to 45- angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. i i Drive joist nails into header at 30° to 45' to achieve listed loads. I IT I nl ) k Typical THDHdouble shear installation 'r Typical THDH262 installation Ref. No. HGUS2.75/12 HGUS2.75114 HGUS321110 HGUS325/12 HGUS26 2 HGUS28-2 HGUS210-2 HGUS46 HGUS48 HGUS410 HGUS412 HGUS414 HGUS263 HGUS28-3 HGUS210-3 HGUS212-3 HGUS214-3 HGUS525/10, HGUS5.50/10 Dimensions Fastener Schedule'' Allowable Loads (Lbs.) Code Ref. 6, F15, F18, D2, R13 6,F15,F18,D2,R13 6, F15, R13 6, F15, F18, D2, R13 6, F15, R13 6, F15, R13 6,F1 13 6l4F* IR13 6, F18 F 5, R13 1 F15!R1J 6, F18, 5, , R13 6,F18,F15!D2,R13 • 6, R13• 6, Ff$, 13 6, F15, R13 15 3 6,F18,f�6,D2,R13 6, F18, F15•D2, R13 6, F15, F18, R13 i1i,Ri3• 1,TR� • • • Joist 1 Truss Size USP Stock No. W 1-518 1-5/8 1-518 2-3/4 2-3/4 2-314 3-3116 3-3/16 3 7116 3-7116 3-7/16 3-9116 3-9/16 3-9116 3-9116 3-9/16 5-1/8 5-1/8 5-1/8 5-1/8 5-1/8 5-1/2 H 5 7116 7-3/16 9-3/16 9-1/8 10-718 12-1/4 9-318 10-5/8 5-3/8 7-1/8 91/8 5-3/8 7-118 9-1/8 10-1/2 13-1/6 5-7/16 7-3/16 9-3/16 11-3/16 13-3116 9 D 5 5 5 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Header Truss DF-L I SP S-P-F City 20 36 46 46 56 66 46 56 20 36 46 20 36 46 56 66 20 36 46 56 66 46 Type 16d t6d 16d t6d 16d 16d t6d 16d 16d t6d 16d t6d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d Qty 8 12 16 12 14 16 12 14 B 10 12 8 10 12 14 16 8 12 16 20 22 16 Type 16d 16d 16d t6d 16d t6d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16dr8725 16d Floor Roof Uplift Floor Roof Uplift, 100% 3915 6770 8725 8260 9845 9845 8260 9845 3915 6535 8260 3915 6535 8260 9845 9845 3915 6770 8725 115% 4505 7395 9580 8260 9845 9845 8260 9845 4505 7515 8260 4505 7515 9010 9845 9845 4505 7785 9855 9935 11645 9855 125% 4895 7395 9600 8260 9845 9845 8260 9845 4795 8025 8260 4895 7835 9010 9845 9845 4795 8025 9855 9935 11645 9855 160% 2340 4370 5400 3490 5225 6810 3490 5960 2235 2665 3490 2605 3185 3970 5225 6810 2235 2665 4565 5180 5795 4565 100% 3370 5830 6835 6935 7655 8110 6935 8270 3370 5835 6935 3370 5835 7120 8270 8270 3370 5830 7520 8345 9780 7520 115% 3880 6210 7385 6935 8135 8270 6935 8270 3880 6480 6935 3880 6480 7570 8270 8270 3880 6705 8275 8345 9780 8275 125% 4200 6210 7750 6935 6270 8270 6935 W'70 4D 6740 4f16• 65� • 7670 8270 837� • 4�3G 6 8175 8 5 9l80 8271 160% 1965 3670 4535 2930 4390 5835 2930 G105 18 2240 2190 3375 33go 4390 •5� •1C80 •3836 43 3831 2 x 6 - 8 2x8-10 DH28 t-DH26�HGUU 2 x 10 -12 DH21 2-11116 x 9-114 -14 THDH275/10 2-11116 x 11-114 -16 THDH27112 2-11/16 x 14 -16 1 HUHZ714 3-1/4x9-1/2 THDH3210 3-114 x 10-5/8 (2) 2 x 6 - 8 THDH3212 THDH26-2 (2)2x8-10 THDH28-2 (2) 2 x 10-12 4x6-8 THDH210-2 THDH46 4 x 8 -10 THDH48 4 x 10 -12 THDH410 4 x 12-14 THDH412 4 x 14- 16 THDH414 (3)2x6-B THDH26-3 (3) 2 x 8 -10 THDH28-3 (3) 2 x 10.12 THDH210-3 (3) 2 x 12 -14 THDH212.3 (3) 2 x 14 -16 THDH214-3 6 x 10 -12 THDH610 6 x 12 -14 THDH612 HGUS5.25112, HGUS5.50/12 HGUS5.5 1114 HGUS210.4, HGUS6.88/10 5-1/2 5-1/2 6-7/8 11 13 8-13116 4 4 4 5 66 46 16d t6d 16d 20 22 12 16d 16d 16d 11645 8260 9935 11645 8260 9935 1195 8260 5180 5795 3490 8345 9780 6935 8345 9780 6935 8345 9780 6935 4355 4865 2930 6, R13 6.F18, D2, R13 6 x 14 -16 THDH614 6-3/4 x 9-14-112 THDH6710 HGUS212-4, 6-7/8 10-13116 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6, R13 6-3/4 x 11 -18 THDH6712 HGUS6.88/12 HGUS214-4, 6-7/8 12-13116 4 66 16d 16 16d 9845 9V5 9845 6810 8270W5 6, R13 6-3/4 x 13 - 20-112 THDH6714 HGUS6.88114 7.1/4 x 9-1/4.14 THDH7210 HGUS725/10 7-114 9 4 46 16d 12 16d 8260 9010 9010 3970 71205 6, F18, D2, R137-1/4 x 11-1/4 -16 THDH7212 HGUS7 55112 7-1/4 10-1/2 4 56 t6d 14 16d 9845 9845 9845 5225 82700 6, R137-1/4 x 14 -18 THDH7214 HGUS725/14 7-1/4 12-1/4 4 66 16d 16 16d 9845 9845 9845 6810 82705 6, R13 1) Uplift loads have been increased 60 % for wind or seismic loads; no further increase shall be permitted. &Sdrh"e-Zffi'6d&l'.ddsii' may vary-. 2) Joist nails need to be toe nailed at a 30' to 45' angle to achieve allowable loads shown. rO tll IIIUStCown r �V lhn 1_rIR* r- 1R1 -il, _ w.w -1 -- . t.11-- ,,,j;X ..�. �n;�i+- nminnc narlac 194 to 195 for additional details. ,pCcraray vN•.v..., Option Range ........ ... - Skewed'' 1- to 45' -------, Sloped Seat"' l' to 45' - Sloped I Skewedl�' See Sloped Seat and Skewed Allowable 85% of table allowable load. 65% of table allowable load 52 % of table allowable load. 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.THDH41O-SK45R Ex.THDH410-SL30D 1) Skewed THDH hangers with skews greater than I b- always nave all lulbt uauluy „� �, , -- •• - 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 on joist in all applications. Inverted flange option is not available for THDH models. 1-800-328-5934 • www.USPconnectors.com Raised dimple allows ,. 50'to 45° nailing r- THDH26-2 USP2173-111 • • • • 1 • SUSP V CONNECTORS The GTWS series girder -to -girder hangers feature high uplift capacities ?' along with high gravity load ratings. Materials: 10 gauge Finish: G90 galvanizing Codes: FL6223 Installation • Use all specified fasteners. See Product Notes, page 11. • WS Wood Screws are included with hangers where specified. • GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss with no restriction on the size of the bottom chord. GTws3r USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Scheduleza^ No. of Plys Allowable Loads (Lbs.) Code Ref. W Fi D Supporting Truss Supported Truss DF-L I SP Qty Wood Screws Qty Wood Screws 100 % 115 % 125 % UplifP 160 % GTWS2T --- 10 3-114 16 4 22 WS3 16 WS3 2PIy 8720 10030 10900 8435• GTWS3T --- 10 4-7/8 16 5 28 WS3 24 WS3 2PIy 11100 12470 12470 12490� •F26 GTWS4T --1 10 16-1/21 16 1 5 1 28 1 WS3 1 24 1 WS3 1 2PIy 1 11100 12470 12470 T12490 1) Uplift loads have been increased 60%for wind or seismic loads; no further increase shall be permitted. • 2) WS3 wood screws require a minimum 3" wood penetration. • • • • • • 3) WS3 wood screws are 114-x 3- long and are included with the GTWS hangers. 0000 4) WS3 wood screws may be installed in both vertical and horizontal members. • • New products or updated product information are designated inbold 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 1/4" 51Ot5 w2`� *_ W1 STC Typical GTWS installation USP Stock No. Ref. No. Steel Gauge Description Dimensions Fastener Schedule' Allowable Loads (Lbs.) Code Ref. Wt W2 Truss Plate DF-L / SP S-P-F City Type Qty Type F1 Uplift' �160% 160% STC24 TC24 12 2 x 4 top plate 3-9/16N1-5 5 10d x 1-112 6 10d x 1-1/2 330 810 275 680 11, STC26 TC26 12 2 x 6 top plate 5-1/2 5 10d x 1-1/2 6 10d x 1-1/2 330 810 275 680 F12 STC28 TC28 12 2 x 8 top plate 7-114 5 10d x 1-112 6 tOd x 1-1/2 330 810 275 680 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)10d x 1-112 nails are 9 gauge (0.148' diameter) by 1-1/2-long. • • • ,. �' 4" • pw,,S2r •••• ,rt • .J•'`� 34 Typical STC installation 1-800-328-5934 • www.USPconnectors.com USP2173-101 wUSP t`1b� STRUCTURAL ® wNNECTOKS" A M, ek'C—p., 3 LISP Stock No.' Ref. No. Steel Gauge Dimensions Fastener Schedule` `4,' Allowable Loads (Lbs.)' Code Ref. W L L1 L2 DF•L 1 SP S-P-F Qty Type Uplift Uplift 160% 160% LT1N12 LTS12 18 1-1/4 12 4-1/2 4-1/2 I 12 10d x 1-1/2 775 650 8, F14. R9 12 ( 10d LTW16 LTS16 ° 18 ! 1-1/4 16 6-1/2 6-1/2 ! 12 tOd x 1-112 775 650 8, F14, R9 12 10d LTW18 LTS18 :181-1/4 18 € 7-1/2 7-1/2 12 10d x 1.11212 775 650 8, F14, R9 10d LTW20 LTS20 18 1-1/4 � 20 8-1/2 8-1/2 12 10d 1.1/2 x 775 650 8. F14, R9 12 10d MTW12 MTW16 MTS12, TS12, TS9 MTSi6 16 16 i 1-114 1-1/4 ! 12 ! 16 4-1/2 ( 6-1/2 4-112 6-1/2 10d x 1-1/2 1195 i 1195 1005 1005 ( 8, F14, R9 _14 14 14 14 j 102 10d x 1-112 8, F14, R9 w fATV:18 r MTS18, TS18 16 1-1/4 18 ! p 7-1/2 7-1/2 14 _10d 10d x 1-1 22� 1195 i 1005 8, F14, R9 14 tOd LFTA6 i MTW20 MTV12.0 ; t.1TW28C H6 MTS20 M rS24C -- - -� 16 16 16 16 2-1/4 1-1/4 1-114 1-1/4 19-1/8 �yf•-�- 20 24 28 % 8-3/8 8-1/2 10-7/16 12-7/16 ) 6-1/2 8-1/2 10-7116 12-7/16 € 16 14 14 14 ' -_14 14 _ 8d xt-1/2 x 1 tOd x 1-112 10d x_1-112 -F _�.. 10d 10d x 1-1/2 1f 2 1210 1195 1195 € _ 1195 1015 1005 1005 1005 € 8, F14, R9 i 8, F14, R9 a 8, F147 R9 8. F14. R9 14 MTW30 MTS30 16 1-1/4 30 8-5/16 18-9/16 14 10d101d 1/2 1195 1005 8, F14, R9 ! NITW OC HTV05 MTS30C HIS G 16 14 1-1/4 1-1/4 30 16 13-7/16 —� 5-118 ( 13-7/16 5-118 14 10d x 1-112 1195 1260 1005� !!! 8,� , R9 14 16 1-0d '-! 10d x 1-112 € 1060 ! • • �jVeR9 16 10d HT.,LJ vtNTS22 20 ? � I'iTv24 HTS24 ? HT*28 i HTS28 1 14 --� 14 14 1 1/4 ! 1-114 ! 1-1/4 20 24 28 7-1/8 9-1/8 11-1/8 7-118 9-1/8 €'-20- 11-118 1530 € 1285 ( + 1530 1285 3 1530 1285 I € j B, F14, R9 € • • • • 6', Pit. R9 • *8, Fold, R9 20 24 ----" tOd tOd x 1-1/2�----• 10d--� 20 tOd HTW30 I HTS30 € HTW30C HTS30C 14 14 1-1/4 1-1/4 30 30 7 12-1/8 17-1/4 12-118 24 1�10d1/2 1530 1285—E 1530 1285 { •ii• 8.�14,+9 8 R4.9 20 20 tOd10d112 1) Allowable loads have been increased 60% for wind or seismic loads: no further increase shall be permitted. 2) Minimum nail embedment shall be 1-5/16- for 8d nails and 1-1/2" for 1 Od 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 Od x 1-1,12 nails are 9 gauge (0.148- diameter) by 1-112" long. 8d x 1-1/2 nails are 11 gauge (0.131"diameter) by 1-112-long. 6) Fasteners shall be distributed equally on each end of the connection. 7) C after the model number designates center twist as in MTW30C. 8) LFTA6: F1 is 700lbs and F2 is 90lbs. To achieve Ft 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, i' Typical NTW30 installation NTW30C 1-800-328-5934 • www.USPconnectors.com USP2173-111 SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONS inches FASTENER SCHEDULE' SP ALLOWABLE L080S Ibs 3 STOCK NUMBER STEEL GAGE W H D Header Face Type Joist Download' Uplift I Qty Type CD = 1.0 Co = 1.15 Co =1.25 Co = 1.6 SKH26UR 16 11/1, 1 511,1'!1 6 16d Common 1 5 10dxl-1/2 895 1030 1120 870 For St: 1 Inen = 15.4 rnm, 1 psi = b.tf9 N11a, 1 101 = 4.45 N A 10dxl-l/2" Common nails is 11/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. 21-oads have been increased as shown in accordance with code. 15% and 25%far snow and construction loads. No fu ther increase is permitted. 60 % for wind or seismic loading. No further increase is permitted. 3' h- lumber species is Southem Pine SKH26R INSTALLATION TOP VIEW JL JOIST HANGER ALLOWABLE LOADS SKH STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' ALLOWABLE LOADS (Ibs) 3 Header Joist Download Uplift W H D Qty Type Qty Type Co = 1.0 CD = 1.15 CD = 1.25 Co. 1.6 Jt24 20 11/ 3 1'! 4 10d Common 2 10dxl'/ 490 565 615 N/A JL26 20 1s/ 43/4 11/ 6 10d Common 4 10dxl'/ 740 850 925 700 JL28 20 ts! I 1'1 10 1Od Common 6 10dx11/ 1230 1415 1515 940 JL210 20 1111, 8'! 1'/ 1 14 10d Common 8 10dx1V 1720 1980 2070 1170 For St: 1 mch ='1b.4 mm, 1 lot = 9.40 N, I psi = o.av Kra. 'A 1 Od Common nail is 3 inches long and 0.148 inches in diameter A 10dx1'/2 nail is 1'/2 inches long and 0.148 inches in diameter 21-oads 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. 3The lumber species is Southem Pine °Uplift loads for connectors listed as NIA had an uplift capacity less than the required 700 pounds. ��,,,`� • H • • TYPICAL JL INSTALLATION • • •1 • A • • • • ••VJ ••• • NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 FAIDO CT REMWED R: V4* �t ) i�411rM tteoallaa UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 553C6 PH: 800-328-5934 NAME: FACE MOUNT HANGERS SKH JL > /2� DATE: STEVEN A. BREKKE ` 3/2W011 PROFESSIONAL ENGINEER LICENSE NO. 70432 SHEET: DRAWING NO.: 2 OF 2 MD-SKH-JL ••• 0 0 0 000 • • General Notes Notes Genera/es Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo qua frequency or location of temporary lateral restraint identifique IS frecuencia o /ocalizacibn de restricci6n and diagonal bracing. Follow the recommendations lateral y arriostre diagonal tempora/es. Use las for handling, installing and temporary restraining recomendaciones de marl instalaci6n, restricci6n and bracing of trusses. Refer to BCSI - Guide to y arriostre temporal de los trusses. Vea e/ fo/leto BCSI Good Practice for Handlin . Installina. Restrainin - Guia de Buena Pract%Ca Data e/ Mane o. Instalaci6n. 9 & P 1 & Bracine of Metal Plate Connected Wood Restncci6n v Arriostre de los Trusses de Madera Trusses`** for more detailed information. Conectados con Placas de Metal*** para informacidn Truss Design Drawings may specify locations of mas detallada. permanent lateral restraint or reinforcement for Los dibujos de diselio de los trusses pueden especiffcar individual truss members. Refer to the BCSI-B3**' las /ocalizaciones de restricci6n lateral permanents o for more information. All other permanent bracing refuerzo en los miembros individuales del truss. Vea design is the responsibility of the building designer. to hoja resumen BCSI-B3*** pang mas informacibn. El resto de los disetios de arriostres permanentes son la responsabilidad del disefiador del edificio. DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iPELIGROI El resultado de un mortal levanta- miento, instalaci6n, restricci6n y arriootre incorrecto puede ser la colds de to estructura o aun peon, hendos o muertos. A@pMOo K Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 3&2N O !18 Utilice cautela at quitar las ataduras o los pedazos de metal de su)etar para evitar dano a los trusses y prevenir to herida personal. Lleve el equipo protectivo personal para ojoa, �-.� ��>• sir pies, manos y cabeza cuando traba)a con A 6L D4000 a Use s v LEA trusses. special care in Utilice cuidado windy weather or especial an near power lines dias ventosos o Handling - Manejo and airports. cerca de cables el6ctricos o de Avoid lateral aeropuertos. bending. Spreader bar Evite to f7exi6n lateralfor truss \, The contractor i is responsible for properly receiving, unloading and storing O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. Use proper rig- Use equipo apropiado El contratista Ilene la responsabilidad de recibir, ging and hoisting para levantar e descargaryalmacenaradecuadamentelos equipment. improvisor. trusses an to obra. Descargue los trusses an to tierra liso para prevenir el darTo. 07 n Trusses may be unloaded directly on the ground at (S) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directa- mente an el suelo en equal momento de entrega o almacenados temporalmente an contacto con el suelo despuas de entrega. Si los trusses estaran guardados para mas de una Samaria, ponga b/oqueando de a/tura suficiente all de to pila de Ios trusses a 8 hasta 10 pies en Centro (o.c.). If trusses are to be stored for more than one week, cover bundles to protect from the environment. DO NOT store on Para trusses guardados por mas de una Samaria, uneven ground. cubra los paquetes para protegedos del ambiente. Refer to BCSI*** for more detailed information per- taining to handling and jobsite storage of trusses. Vea at folleto BCSI*** para informacibn mas detal- :. lada sobre of manejo y almacenado de /os trusses en area de trabajo. NO almacene verticalmente los trusses sueltos. NO almacene an tierra desigual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses G DON'T overload the crane. NO sobrecargue to gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquets. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- - WARNING Do not overload supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses iADVERTENCIA! No sobrecargue to >45' (13.7 m). estructura apoyada con el paquete de trusses. Puede usar un solo lugar de levantar para paquetes de trusses de to cuerda superior haste 0 Place truss bundles in stable position. 45' y trusses de cuerdas paralelas de 30' o Purse paquetes de trusses an una menos. posicibn eatable. Use per to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Indiveduales ® Using a single pick -point at the peak can damage the truss. Et use de un solo lugar an el pico para levantar puede *_If hater dano at truss. 60- or less Approx. 1r2 y Tagline �'.0 • • •truss length4kTiFUSSES U••• TRUSSES F•••••• .00 • • • • • Toe -in T e- n ryy -► \ �i-ai-• • • • Locate S�i•edeeber • • •1 (3 m) __ • above or stiff ack • o.c.m . Spreader bar 1/2 to ` • • ;hid -height 213 truss length -� • • • • • • Tagline TRUSSES OF is 3 m) �� • TRUSSES HAS r '_5 •• • • , • • 0 Hold each truss in position with the ere"t:rT • • • IT 3/4 vhse lerilh equipment until top chord temporary leterale •Tagline • ♦♦ • a • • • • restraint is installed and the truss is fastened • to the bearing points. • • • t- • • • Sostenga cada truss an posici6n con equipo de grua has: aiW ja rfiltstriccion lateral temporal de to cuerda superior este instalado y e/jruss eagle asegurad• en los soportes. • • Installation of Single Truss&& b3/ Nand• e • e : e • Recommendacciones de Levantamiento de "Musses Individuales Par La Mano Trusses 20' Trusses 30'- (6.1 m) or (9.1 m f) f n, or less, less, support support at near peak. quarter points. Soporte Soporte de cerca at Pico /olos,cuartos los trusses F Trusses up to 20' I de tram o los .4-Trusses up to 30' -0. de 20 pies o (8.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses haste 30 pies Temporary Restraint & Bracing Restriccidn y Arriostre Tampora► Refer to BCSI-B2*'* for more information. Top Chord Temporary Vea at resumen BCSI-B2*** para mas informaci6n. Lateral Restraint (TCTLR) R1 Locate ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table in the next column). 5 2'D.c. Coloque los arriostres de tierra para el primer tYP truss directamente an Ifnea con cada una de las filas de restricci6n lateral temporal de to cuerda -g0' Brace first superior (vea to tabla an to pr6x/ma columns). truss securely DO NOT walk on unbraced trusses. before NO Gamine an trusses sueltos. t-erection of addihonal DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. Q r NO se pare an voladizos cerchas hasta Revestimiento estructural ha side aplicado a IS armadura y voladizos. Steps to Setting Wusses Las Medidas de /a /nsta/acidn de /os Tlrivsses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7 Repeat process with groups of four trusses until all trusses are set. P P 9 P 1) Instate los arriostres de tierra. 2) Instate at primero truss y ate seguramente at arnostre de tierra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro conic, (vea aba)o). 4) Instate at arriostre diagonal de to cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los miembros secundarios para estabilice los primeros c/nco trusses (vea abajo). 6) Instate to restricci6n lateral temporal y arriostre diagonal patio to cuerda inferior (vea abajo). 7) Repita aste procedimiento an grupos de cuatro trusses hasta qua todos los trusses estan instalados. TMRefer to BCSI-B2'*' for more information. Vea at resumen BCSI-B2`*' para mas informacibn. RestraintBracing for All Planes of Trusses Restriccion/Arriostre Para Tbdos Pianos de Trusses E/1 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-1 Old (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x1fi") nails. La madera 2x4 clasificada por estr6s as la madera minima utilizada para restriccibn lateral y arniostramiento di- agonal. Atadas a cada braguem con al minimo 2 clavos 10d (0.128x3 ), 12d (0.128x3.25) o 16d (0.13lx3.5 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este m6todo de restrlccOn y arriostre as para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea to parte superior de la column para to restricci6n y arriostre temporal de PC7S 11 TnP rWnDn PI All - rtirt2nA CIfPFRrr1R Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espacfamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30'- 45' (9.1m-13.7m) 8' (2.4 m) o.c. max. 45'- 60' -.71TI-18.3m) 6' (1.8 m) o.c. max. 60'- 80'- (18.3 m - 24.4 m) ' • • • • 4' (1.2 m) o.c. max. • 'Consult a Registered Design Professionaiforrrusses longeriAn 0' (18 m). 1-11 :Consult a un Professional RegistradVe QWo para trusses m s ee pies. • • • • -_.. See"IdCsllh" for TCTLfioplir>tls. 000000 Uea@I BCSI-BZ''* para /as oliiones de TCTL R • • ,- �T��,� lies* .^ fY:fY'ii Refer to 4; i • • • s2' ( for Gable ERdIFiafiR restrainVbracing/ sa, A reinforce'Rgplallic6r6ation. • • !` •. Para informacrdn sobre restri�lor: • + , TCTL arrios1re1kk#6FAlPfflra Armazanes s Hastiales vPall resumen 5; Z, 6 • e • • • 10" or > Noje`�rOtlfl jbracing no�shown f clarity.: Truss attachment Repeat diaggpal bracel foth%set of 4 trusses.l required at supportas s) Relliffft 1be "sotres diagonales para cad@ gr6w 1Yc 4 trusses. Sectio LATERAORESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! n R A -A Diagonal Continuous Lateral Restraint 2) WEB MEMBER PLANE- (CLR) spike reinforcimead PLANO DE LOS MIEMBROS bracing SECUNDARIOS Truss Member 2x_ CLR I I Web members 1 \ 1-45 �A r -I ' '•� �� A I Bottom O chords Minimum 2' 2x_ Scab block center over CLR splice. Attach Diagonal braces every to CLR with minimum 8-16d 10 truss spaces 20' (0. 135x3.5') nails each side (6.1 m) max. of splice or as specified by the 10' (3 m) - 15' (4.6 m) max. Building Designer Same spacing as bottom chord Note: Some chord and web members SECTION A -A lateral restraint not shown for clarity. 3) BOTTOM CHORD PLANE - CUERDA INFERIOR 9 Truss _ - Member Lateral Restraints - 2x4xl2' or greater, lapped over two trusses P or CLR splice reinforcement �__ Note: Some chord Bottom _ -- and web members ° not shown for chords - _ Q _ clarity. 10'(3m)-15'(4.6m)max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restricci6n y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing AMIM Refer to 15' (4.6 rl every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. 4 Vea el resumen BCSI-B7**' F ; para mas informacibn. >t Apply diagonal brace to vertical 5 2'o.c., typ• 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 - /nsta/acion Out,. LV Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. D/50 t- Length -►I Max. Bow L 61mm j 1/2" .. .Bow •! Length y < i 13 rum Max Bow p 3/4" z 19 min E Length m i Plumb 1 ./line f 25 rum Tolerances for 1-114" Out -of -Plumb. 32 rum Tolerancias para D/50 max I 1-1/2 38 rum Fuera-de-Plomada. 1-3/4" 44 min Construction Loading 51 min Cargo De Construction DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con to construcci6n haste quo todas las restric- ciones laterales y los arriostres est6n colocados an forma apropiada y Segura. DO NOT exceed maximum stack heights in table at right. Refer to BCSI-B4*'* for more information. NO exceda las alturas maximas de monti Vea el resumen BCSI-B4*** para mas informacibn. Out -of -Plane Max. Bow Truss Length 3/4" 12 5' 9mm 3.8m 7/8" 14.6' 22 min 4.5 m 1" 16.7' 25 min 5.1 m 1-1/8" 18.8' 29 min 5.7 m 1-1/4" 20.8' 32 min 6.3 m 1-3/8" 22.9' 35 min 7.0 m 1-1/2" 25.0' 38 min 7.6 m 1-3/4" 29.2' 44 rum 8.9 m 2" >33.3' 51 min 10A m Maximum Stock Height for Material on Trusses'' Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high 1. Based on truss live load of 40 par or greater. For other conditions, contact a Registered Design Professional. 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUN" apile los materiales cerca de un pica, a Centro de to luz, an cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuales. Place loads over as many trusses as passible. Coloque las cargas sobre tantos trusses Como sea posible. 0 Position loads over load bearing walls. Coloque las cargos sobre Isis parades seportantes. Alterations - Alterations NITTOTM Refer to BCSI-B5.' ' Uea el resumen BCSI-B5. - Truss bracing not shown for clarity. DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningun miembro estructural de un truss, a menos qua esta especiffcamente permitido an at dibu)o del dil I" del truss. Trusses that have been overloaded during construction or altered without the Truss Man- 10 ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante to construccibn o han sido alterados sin to autor- izacibn previa del Fabricante de Trusses, pueden hater nulo y sin efacto to garantia limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance Po 9 9 NOTE: The truss manufacturer and truss designer rel on the presumption that the contractor and crane operator if applicable) are Y P P Pe ( PP ) 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 intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, stalling, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, anufacture 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. Its not intended that these recommendations be interpreted as supenor to the building designers design specification for handling, installing, restraining and bracing trusses and it toes not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBCA TRUSS PLATE 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 - Alexandria. VA 22314 608-274-4849 - sbandustry.com 703-683-1010 - tpinstorg A Y J I FJ2f 0 FORM R405-2014 FLORIDA ENERGY EFFICIE BUILDING Florida Department of Business and o i gu a Ion - Residential CONSTRUCTION Performance Method Project Name: ADD@ 10126 BISCAYNE BLVD(ENERGY FOR ADD Builder Name: Street: 10125 BISCAYNE BLVD Permit Office: City, Slate, Zip: MIAMI , FL , Permit Number: Owner: Jurisdiction: 231000 Design Location: FL, Miami 1. New construction or existing Addition 9. Wall Types(704.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=3.0 704.17 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedroom�Bedrms In Addition) 1(0) d. NIA R= ft2 S. Is this a worst case? No 10. Ceiling Types (657.0 sgft.) Insulation Area a. Under Attic (Vented) R=19.0 657.00 ft2 6. Conditioned floor area above grade (ft2) 657 b. NIA R= ft2 Conditioned floor area below grade (ftJ 0 c. NIA 11. Ducts R= ft2 R ft2 7. W'indows(112.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 100 a. U-Facto r: Sgl. U=1.04 112.00 ft2 • • • SHGC: SHGC=0.50 • b. U-Factor: N/A ft2 12. Cooling systems :. *kBtu/hr 'Efficiency •••• • + SHGC: a. Central Unit •• 64.2.-S �EF�16.00 .• c. U-Factor: NIA ft2 0•• •••.. .. ...... SHGC: 13. Heating systems • • •; • • 0000 kBtu/hi EfficiencY :....: d. U-Factor: N/A ft2 a. Electric Strip Heat '....• 34Ao4OUP:1.000 ' SHGC: Area Weighted Average Overhang Depth: 1.000 ft. •. • • "' • • Area Weighted Average SHGC: 0.500 14.Hotwatersystems- .. • •••• •.••:. a. Electric Tankless ;'•;•; Cap 1 gallons S. FloorTypes (657.0 sgft.) Insulation Area • �•••�F:0.990....;. a. Slab -On -Grade Edge Insulation R=0.0 657.00 ft2 b. Conservation features • . . b. NIA R= ft2 None •••� : •••••� c. NIA R= ft2 15. Credits �..'•; Pstat • Glass/Floor Area: 0.170 Total Proposed Modified Loads: 30.26 PASS Total Baseline Loads: 32.97 1 hereby certify that the plans and specifications covered by Review of the plans and �}��1A1;4Tic this calculation are in corral ncevMtnthe Florida Energy specifications covered by this Code. * 5R calculation indicates compliance v, { PREPARED BY; y with the Florida Energy Code. Before construction is completed ' DATE. this building will be inspected for compliance with Section 553.908 R '77.- I hereby certifylhfttpi iutl�ping*a�iesi &>ir�compliance with the FloridEE-qrt xi ; Florida Statutes. ✓ ' g caz� thfl C� ":"o Q OWNERlAG51•:�� BUILDING OFFICIAL: DATE. �' •� DATE: r - Compliance requirikrgpUibh�r�e air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed rs'r i6bbYJAnce with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 911012015 11:02 PM EnergyGauge(DUSA- FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 Gnat,n rangy_,)n1A PROJECT Title: ADD@ 10125 BISCAYNE BL Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 657 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No Plat Book: -Builder Name: Rotate Angle: 0 Street: 10125 BISCAYNE BLV Permit Office: Cross Ventilation: No County: Miami -Dade Jurisdiction: 231000 Whole House Fan: No City, State, Zip: MIAMI , Family Type: Single-family FL , NeQExisting: Addition Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume .... 1 Blockl 657 6570 • '••••• SPACES ...... '••••; Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled •Heated• 1 Main 657 6670 Yes 2 1 1 •••Yes 0••es .yes• FLOORS �•� # Floor Type Space Perimeter R-Value Area : • ; jile Wood Carpet. 1 Slab -On -Grade Edge Insulatio Main 111 ft 0 657 ftz _T_ • • :1* • 00 00 •• ..... ROOF 00• / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Barrel tile 712 ftz 136 ftz Dark 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 657 ftz N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 E Under Attic (Vented) Main 19 657 ftz 0.11 Wood 9/10/201511:02 PM EnergyGaugegUSA- FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 cnOKA DAnr, 101A WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space _ 1 NW Exterior Concrete Block - Int Insul Main 3 15 6 10 0 155.0 ft2 0 0 0.3 0 _ 2 NE Exterior Concrete Block - Int Insul Main 3 17 1 10 0 170.8 ft2 0 0 0.3 0 3 SE Exterior Concrete Block - Int Insul Main 3 37 10 10 0 378.3 ft2 0 0 0.3 0 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening _ 1 NE 2 Metal Single (Clear) Yes 1.04 0.5 84.0 ft2 1 ft 0 in 1 ft 0 in None None _ 2 SE 3 Metal Single (Clear) Yes 1.04 0.5 12.0 ft2 1 ft 0 in 1 ft 0 in None None 3 SE 3 Metal Single (Clear) Yes 1.04 0.5 16.0 ft2 1 ft 0 in 1 ft0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 272 ft2 364 ft2 35 ft 8 ft 1 INFILTRATION •••• # Scope Method SLA CFM 50 ELA EgLA ACH • • • :P@H 50 •.. �.: ... •; 1 Wholehouse Proposed CFM(50) .0003 617 28.38 53.38 .207 .• •4.7214 • • ;...• HEATING SYSTEM ...... • # System Type Subtype Efficiency Capacity • nrock DeCt3•• 1 Electric Strip Heat None COP:1 34.1 kBtulhr : • : • 1• sys#f COOLING SYSTEM • • # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 54.2 kBtuJhr 1760 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Main 0.99 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 9/10/201511:02 PM EnergyGauge®USA- FlaRes2014 Section R405.4.1 Compliant Software Page 3 of Fnrnn P4nr_'7n14 DUCTS Supply Return ---- Air CFM25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 100 ft2 Attic 60 ft2 Default Leakage Garage (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin jjXXjJan Feb Mar X A r XIj Ma XIjJun Jul jXjjAu 4X] jjX Se jjX Oct Nov Heating[X]Jan XFeb IXI XMar IXI �X� Apr�XjMaylX] Jun Jul rxxljul Aug jX� SepjXjOct�Xj XNov NDec Dec Venting [XJan X Feb X Mar X Apr X]] May X Jun X Aug X Sep [X Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) PM 80 60 78 78 78 78 78 78 78 78 78 78 Cooling REH) AM 78 78 78 76 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 66 68 68 68 6 66 Heating (WEH) PM 68 68 68 68 68 68 68 68 68 68 66 66 .... ...... .... . ..... .... ...•.. 9/10/201511:02 PM EnergyGauge@USA- FlaRes2014 Section R405.4.1 Compliant Software Page 4 of FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: ADD@ 10125 BISCAYNE BLVD(ENERGY FOR ADD Builder Name: Street. 10125 BISCAYNE BLVD Permit Office: City, State, Zip: MIAMI , FL , Permit Number: Owner: Jurisdiction: 231000 Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. / Breaks orjoints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceilinglattic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. Thejunction of the top plate and the top or exteriorwalls shall bg sealed. •� / Exterior thermal envelope insulation forframed walls shall be intji ll@Ln " / ••• substantial contact and continuous alignmentwith the air barrier. *a**: Knee walls shall be sealed. '•• Windows, skylights and doors The space between wnindov4doorjambs and framing and skyliQ"and ••• framing shall be sealed. '•" ... , Rim joists Rimjoists are insulated and include an air barrier. ..' • Floors (including above -garage Insulation shall be installed to maintain permanent contact witfjen"ide and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insula:ion,, •� : �' .... " • Where in lieu of floor insulation, insulation shall be permanently •� •� ' Crawl space walls provided attached to the craw lspace walls. / Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cutto fit, or narrow cavities shall be filled / by insulation that on installation readily conformsto the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be airtight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatlyto fit around wiring and plumbing in / exteriorwalls, orinsulation that on installation readily conformsto available space shall extend behind piping and wiring. Shower/tub on exteriorwall Exteriorwalls adjacent to showers and tubs shall be insulated and the air barrier installed separating themfrom the showers and tubs. Electricaliph one box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/10/201511:03 PM EnergyGauge@USA- FlaRes2014 Section R4u5.4.1 Compliant 5ottware rage i of i FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 92 :•I The lower the EnergyPerformance Index, the more efficient the home. j 10125 BI SCAYNE BLVD, MIAMI , FL, 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=3.0 704.17 ft' b. N/A R= ff 3. Number of units, if multiple family 1 c. NIA R= ft2 4. Number of Bedrooms 1(0) d. NIA R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=19.0 657.00 fie 6. Cdnditioned floor area (ft2) 657 b. NIA R= ft2 c. NIA R= ft2 7. Windows— Description Area 11. Ducts R ft2 a. U-Factor: Sgl, U=1.04 112.00 ft2 a. Sup: Attic, Ret: Attic, M: Garage 6 100 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 • SHGC: 12. Cooling systems • • Btu/hr * M ciency ""; • c. U-Factor: N/A • ft2 a. Central Unit 54.2.tEF.R:6.00 SHGC: •• • �• �' "•••• d. U-Factor: N/A .•••.• • ft2 13. Heating systems •.. • kBtu/hr. ElUciency : • • • • • SHGC:Area a. Electric Strip Heat �.•••' 3Q1"COf':1.D0 Weighted Average Overhang Depth: 1.000 ft. •..•. Area Weighted Average SHGC: 0.500 ..:•.' 8. FloorT es Insulation Area 14. Hot water systems- •�•••• yp Gap.1 gallons �• a. Electric a. Slab -On -Grade Edge Insulation R=0.0 657.00 ft2 • • ZF: 0.99 • • ... b. NIA R= ft2 ..•••. b. Conservation features ; • c. NIA R= ft2 �•• None •. . .•.. �•.••• 15. Credits •• • Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: J QI) Wr, *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. • 9/1M01511:04 PM EnergyGauge®USA- FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Residential System Sizing Calculation Summary Project Title: 10125 BISCAYNE BLVD ADD@ 10125 BISCAYNE BLVD(MANUAL J WHOLE RESD) MIAMI, FL 9/10/2015 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. Winter design temperature(TMY3 99%) 49 F Summer design temperature(TMY3 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heatina load calculation 28326 Btuh Total coolina load calculation 49454 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Strip Heat) 120.4 34100 Sensible (SHR = 0.75) 97.8 40650 Latent 171.6 13550 Total 109.6 54200 WINTER CALCULATIONS Winter Heatinn I narl (fnr 714n snff) Load component Load Window total 377 sqft 8736 Btuh Wall total 1753 sqft 6526 Btuh Door total 21 sqft 203 Btuh Ceiling total 2140 sqft 2203 Btuh Floor total 2140 sqft 5080 Btuh Infiltration 146 cfm 3377 Btuh Dud loss 2202 Btuh Subtotal 28326 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 28326 Btuh F113 St1 ?5 SUMMER CALCULATIONS"" qi tmmar t nnlinn 1 marl ffnr 71 An cnffi Load component Load Window total 377 sqft 23620 Btuh Wall total 1753 sqft 5283 Btuh Door total 21 sqft 222 Btuh Ceiling total 2140 sqft 3776 Btuh Floor total 0 Btuh Infiltration 125 cfm 2334 Btuh Internal gain 4320 Btuh Dud gain 2001 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 41556 Btuh Latent gain(duds) 641 Btuh Latent gain(infiltration) 4753 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 2505 Btuh Total latent gain 7898 Btuh TOTAL HEAT GAIN 1 49454 Btuh �.; 8th Edition EnergyGauge® Syst izing.- PREPARED BY: DATE: EnergyGauge@/ USRFZB v4.0 Miami Snares Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 I Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by ALL SERVISES DESIGN to perform special inspector services under the Florida Building Code P Edition (2014) and Miami Dade County Administrative Code at the 10125 BISCAYNE BLV project on the below listed structure as of (date). I am a registered architectlprofessional engineer licensed in the State of Florida. Process Number: RC16-634 pecial Inspector for Reinforced Masonry, Section 2122A of the FBC 5a' Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8.22 .Special inspector for... . _ Trusses > 35 ft. long or 6 ft. high _ Steel,Framing and Connections welded or bolted it Compaction Precast Attachments • • • • _ Roofing Applications, Lt. Weight. Insul.Conc. • • _ ter •••�•� .. .. Note: Only the marked boxes apply. • • • • • . •• The following individual(s) employed by this firm or me is authorized representative to perforrfr• • • • : "' • • inspection* • • • • • • • 1, Gonzalo A. Paz P. E. 2, Mario Morales E.I. • • * • .' • • • • • 3. Alexis Martinez P.E. 4. Hugo Parra 000090 • ....:. '"Special inspectors utilizing authorized representatives shad insure the authorized representative is qu4ifiej b� • education or licensure to perform the duties assign by Special Inspector. The qualifications shall include Ncensure as 4 • • professional engineer or architect: graduation from an engineering education program in civil or structural engineering; • • graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor, 1 (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandato ; ns performed by the department. Further, upon completion of work under each Buildi I ILt t to the Building Inspector at the time of the final inspection the completed ins fO statement indicating that, to the best of my knowledge, belief and pr da,��r rgith� Bons of the project outlined above meet the intent of the Florida Building d�d4e i tial r'ance with the approval plans. Engineer/Architect Name Raissa Lopez Print Address3401 NW 82 Ave Suit 370 Doral F.L 33122 W Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 T. 305.599.8133 • F. 305.599.8076 • www.easterneg.com Date: May 09 th, 2016 To: Building Official Miami Shore Village RE: 10125 Biscaybe Blvd Response to Comments — Process Number RC16-634 1. PROVIDE ALL WIND DESIGN PRESSURES (BOTH NEGATIVE AND POSITIVc) FOR ALL OF COORS, WINDOWS AND/OR SKYLIGHTS INSTALLED ON THE EXTERIOR ENVELOPE OF THE BUILDING; ON THE ARCHITECTURAL ELEVATIONS; OR ON THE DOOR AND /WINDOW SCHEDULES; OR PROVIDE ELEVATIONS WITH THE NOTED WIND DESIGN PRESSURES AS PART OF THE STRUCTURAL PLANS, IN COMPLIANCE WITH THE HVHZ PROVISIONS OF SECTION 2411.3.1.4, OF THE FBC 5T- EDITION (2014) CODE. Wind pressure have been provided, see S-5.0. 2. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED •• •�••� • FOR: • ...... A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC St h EDITION ••.:.. • •' �� •" ••••:. (2014) CODE •••••• B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22....�• •.... 1) SOIL COMPACTION .. .. . . . . • Special Inspector Forms have been provided. . "• • : • "'r • • Otsill1111t1 If you have quo�stional information, please do not hesitate to contact our office for •• ��i� further assi ; •'•E N S Edo N 59 • 'wjuj Sincerely, Raissa R.'Lbp� Z, F O R �Q • �� Lic No. 5939��4$'SS1ON P\,,�` Sincerely, Gonzalo A. Paz, PE Lic No. 60734 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: (MDHI FOUR LLC) PROPERTY ADDRESS: 10125 biscayne Blvd Miami, FL 33138 LOT: 8-9 BLOCK: 176 SUBDIVISION Miami Shores Sec. 8 PERMIT #: 13-SM-1727265 APPLICATION # : AP 1267736 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR1048508 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] PROPERTY ID #: 11-3205-019-0190 [OR TAX ID NUMBER] •••• • • •••• •••••• SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS A%4.. STANDA!hn*. :OF •STiAZON 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SBSTBM DOES •NOT GVARAN9EE •••••• SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHRN6L IN • MATERIAL • FACZS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE •IPPLICANT TO MODPL11001HE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BE?.1jd•:MADE,•N]jL4 ANO••OOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLf&Cr WITH •*Of&R H11124iL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. i••�•i • •• • • • • •••••• SYSTEM DESIGN AND SPECIFICATIONS •• • ••• • • • • T [ 900 ] GALLONS / GPD Septic Tank CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps D [ 500 ] SQUARE FEET R [ ] SQUARE FEET A TYPE SYSTEM: [x] I CONFIGURATION: [ ] N Bed Conf. Drainfield SYSTEM N/A SYSTEM STANDARD [ ] FILLED [ ] TRENCH [x] BED [ ] F LOCATION OF BENCHMARK: FFE: 10.45' NGVD MOUND [ ] I ELEVATION OF PROPOSED SYSTEM SITE [ 14.80][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 44.80][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 72.00] INCHES O T H E R 1.- Install a 900 gal. septic tank with an approved filter 2.-The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f) FAC. 3.- Install 500 sf, of drainfield in BED configuration. 4.- Install 42" of slightly limited soil at the bottom of the drainfield. 5.- Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorption bed or trench. (Comments Continued on Page 2.) SPECIFICATIONS BY: APPROVED BY: Jorge M Millan TITLE: TITLE: ENGINEERING SPECIALIST I Yvenel Clermont DATE ISSUED: 02/09/2017 Dade CHD EXPIRATION DATE: 08/07/2018 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC SE1022122 v 1,1A AP1267736 Page 1 of 3 DOCUMENT # : PR1048508 6.- Invert elevation of drainfield to be no less than 7.21' NGVD 7.- Bottom of drainfield elevation to be no less than 6.71' NGVD The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 300 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN A-02, Tallahassee, Florida 32399. The Agency Clerk's facsimile number is 850-413-8743. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are • •... • governed by the Florida Rules of Appellate Procedure. Such proceedings may gecornmenced• ; by filing one copy of a Notice of Appeal with the Agency Clerk of the DepartmentbiHdalth;m r second copy, accompanied by the filing fees required by law, with the Court of Appeal in the •• appropriate District Court. The notice must be filed within 30 days of rendition of #W final order. • • 0609V U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: MDHI FOUR, LLC (17-0054) A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 0•00 10125 BISCAYNE BOULEVARD ' 0000 • • • o City State ZIP Otyde • • • MIAMI SHORES Florida 33158';' • • • • • • • • A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) •.. Lots 8 & 9, Block 176, "Revised Plat of Miami Shores Sec. 8", P.B. 43, Pg. 67, Miami -Dade County, FL 'rpyp Vb. 11-V0520'h9-0190 • ...... . . ... A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL ' •. • • • • A5. Latitude/Longitude: Lat. N25°52'08.24" Long. W80°10'28.9" Horizontal Datum: 9'I4415; 927 ❑x NAD 1983 • • . . • • • A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance : ""' �. A7. Building Diagram Number 8 • . A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 1,517 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 17 c) Total net area of flood openings in A8.b 1,442 sq in d) Engineered flood openings? ❑ Yes ❑x No A9. For a building with an attached garage: a) Square footage of attached garage 538 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ❑x No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI-DADE Florida B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ Zone AO, use Base Revised Date Flood Depth) 12086CO306 L 09/11/2009 09/11/2009 AE 8 FEET B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile x❑ FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑x 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 ❑x No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 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: 10125 BISCAYNE BOULEVARD City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑x 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, ARIQV, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item AT In Puerto Rico onll •enter meters.• • • Benchmark Utilized: BM: B 400 ELEV.= 8.28' Vertical Datum: NGVD 1929 .. Indicate elevation datum used for the elevations in items a) through h) below. "':" ' • • • • ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: • • :.. Datum used for building elevations must be the same as that used for the BFE. '.. • • ; • • • • • the measurement useQ. 000000 ... a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 7 2 _.'®'feet -[-. %iers • • • b) Top of the next higher floor 10 45 ! • • ®;feet ❑ meters • c) Bottom of the lowest horizontal structural member (V Zones only) NSA. ® •feet ilt miters • • • d) Attached garage (top of slab) NSA. • • • �]x :feet •[} aters e) Lowest elevation of machinery or equipment servicing the building 8. 55 ❑x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 7.0 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 9.0 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including NSA. ❑x feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? Z Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number ORIA JANNET SUAREZ 6781 Title P. S. M. Place Company Name J BONFILL & ASSOCIATES, INC Seal Here Address 7100 SW 99th AVENUE, SUITE 104 f / I"/ City State ZIP Code MIAMI Florida 33173 Signature ,�� '' Date Telephone 03/02/2017 (305) 598-8383 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) C2(a) Crawlspace Elev.= 7.2 FEET C2(b) Living Area Elev.= 10.45 FEET C2(e) A/C Elev.= 8.55 FEET Crown of Road Elev.= 9.72 FEET Horizontal Collection Method (Latitude & Longitude) using Global Positioning System(GPS) device. .• FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 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: 10125 BISCAYNE BOULEVARD City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. .... E1. Provide elevation information for the following and check the appropriate boxes to show whether the-.ele ration is a6ave•orlelow .... the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). • • . • a) Top of bottom floor (including basement, ...... .. .. ...0 crawlspace, or enclosure) is ❑ feet [—]meters ©ebove or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is Elfeet Elmeters b-above or Zbe18,k the L,�". ...... . . ... E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (sppppses 1-2 Vf Ir%tr;ctionss,• • the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters 170je or E] below the HAG.• . • . •... E3. Attached garage (top of slab) is [:]feet [:]meters J] apbye or below the HAG. .... E4. Top of platform of machinery and/or equipment ' • servicing the building is Elfeet Elmeters Elabove or El below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 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: 10125 BISCAYNE BOULEVARD City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licens@d zur�eyor, .. engineer, or architect who is authorized by law to certify elevation information. (Indicate the sour@%snd date of the elevation data in the Comments area below.) ❑ A community official completed Section E fora building located in Zone A (without a FEMA-issuedo�community-itsued BFC10, G2 or Zone AO. . , o e: G3. ❑ The following information (Items G4—G10) is provided for community floodplain management ptirppses. • 0 *000 a 0 00 off G4. Permit Number G5. Date Permit Issued G6. Date rertfficgte of Comp iance/ ccuparryl&ued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ❑ feet ❑ meters Datum of the building: G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30, 2018 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 Bcx No. Policy Number: 10125 BISCAYNE BOULEVARD City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View", and, if required, 'Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page use the Continuation Page. r ••• •••• • ••r •• •• •• •• ••• al _ c j Photo One Photo One Caption Front view 03/02/2017 � ilk . r1KKt.l Photo Two Photo Two Caption Rear view 03/02/2017 lee • FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE Continuation Page Expiration Date: November 30, 2018 .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 Bcx No. Policy Number: 10125 BISCAYNE BOULEVARD "City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 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. •••• �s �» • • • • . . . •••• 0004, •• • • • • • • • • ••••1 •••• • • • • • •••••• • J • • • 00991 •••••• • 01 •• •• •• •• •••• • • • • • • • •••• • • • • 000 •••• • 4 Photo One Photo One Caption Left Side view 03/02/2017 Iq 71, y -- -_--- —�__. Photo Two Photo Two Caption Right Side view 03/02/2017 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 6 of 6