Loading...
RC-15-2398Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Permit IVO. RC -9-15-2398 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 1/12/2016 Expiration: 07/10/2016 Parcel Number Applicant 652 NE 105 Street Miami Shores, FL 1122310120140 Block: Lot: KILUAN, INC Owner Information Address 652 NE 105 Street MIAMI SHORES FL 33138- 150 SE 2 Avenue MIAMI FL 33131- Phone Cell Contractor(s) JOSEPH S. ROBBIO INC Phone Cell Phone (954)663-6743 Valuation: Total Sq Feet: $ 80,000.00 312 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: APPROX Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : . 100 L/F OF BLOCK WALL Occupancy: Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $48.00 $50.00 $36.00 $36.00 $16.00 $2,400.00 $120.00 $120.00 $12.00 $64.00 $3,402.00 Pay Date Pay Type Invoice # RC -9-15-57158 01/12/2016 Credit Card 09/22/2015 Credit Card Bond #: 2952 Amt Paid Amt Due $ 3,202.00 $ 200.00 $ 200.00 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Fill Cells Columns Wire Lathe Foundation Window and Door Buck F. Termite Letter F. Elevation Certificate Declaration of Use Review Electrical Review Building Review Building Review Structural Review Structural Review Planning Review Plumbing Review Mechanical 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 tractor to do the work stated. January 12, 2016 ate Authorized Signature: Owner / Applica� ..y Building Department C Contractor / Agent January 12, 2016 1 BUILDING PERMIT APPLICATION (X( Miami Shores Village rEc- Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING El ELECTRIC n ROOFING (PLUMBING ( ( MECHANICAL El PUBLIC WORKS JOB ADDRESS: 652 NE 105 St. City: BY: SEP 22015 FBC 20N Master Permit No.'ROJ 6 X398 Sub Permit No. n REVISION n EXTENSION n RENEWAL CHANGE OF n CANCELLATION (— CONTRACTOR SHOP DRAWINGS Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#: 11-2231-012-0140 Occupancy Type: R-3 S/F Load: Construction Type: OWNER: Name (Fee Simple Titleholder): Address: 652 NE 105 St. City: Miami Shores Kiluan, Inc. Is the Building Historically Designated: Yes NO X Flood Zone: BFE: FFE: Phone#: Tenant/Lessee ame: ‘Email: \JO PP� S State: Florida rY/in_L,./a AoL, Con( CONTRACTOR: Company Name: Joseph S. Robbio, Inc Address: 9400 S. Meadows Circle City: Miramar Qualifier Name: Joseph S. Robbio State Certification or Registration #: CBC 059462 Zip: 33138 Phone#: Phone#: (954) 663-6743 State: Florida DESIGNER: Architect/Engineer: Address: 370 NE 101 St. Victor Bruce Zip: 33025 Phone#: (954)663-6743 Certificate of Competency #: Phone#: (305) 310-5030 City: Miami Shores State: FI. Zip: 33138 Value of Work for this Permit.— =--0-20 Square/Linear Footage of Work: 312 Sq. Ft. Type of Work: X Addition n Alteration ri New Repair/Replace ri Demolition Description of Work: Approx. 100 LIF of block wall and footing with approx. 400 sq. ft. of porch roof This structure along with pool has been approved by the review board Specify color of color thru tile: Q /� Permit Fee $ ?.'v� OO CCF $ .. G)Z, Radon Fee $ % •Ot DBPR $ Submittal Fee $ aW , 03 Scanning Fee $12..e:PC:.) _.._- Technology Fee $ dy, d d Structural Reviews $20- OC) (Revised02/24/2014) Training/Education Fee $ /1 Co/cc $ ;�D —040 , Notary $ Double Fee $ Bond $ , ciC�ri TOTAL FEE NOW DUE $24102_,X Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) N/A Mortgage Lender's Address City State 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. 1 understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. MarcgBrector Kiluan, Inc) Signature OWNER or AGENT The foregoing instrument was acknowledged before me this 31 day of Pu HOYco eYUZZ► Signature Joseph S. Robbio CONTRACTOR The foregoing instrument was acknowledged before me this S"1" , 20 15 , by 31 IC day of U USS" 20 5 by , who is personally known to �O h ` . 1' OHO ► 0 , who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: L,UG d G.1. 1 & 4& Seal: w'►�e LUCIA G ISASI MY COMMISSION #FF182628 : EXPIRES December 10, 2018 ******** t4p# ygg.tg9****pft geiy coin *********************** identification and who did take an oath. NOTARY PUBLIC: Sig Print: Seal: APPROVED BY (Revised02/24/2014) Plans Examiner Structural Review LUCIA G ISASI MY COMMISSION #FF182828 EXPIRES December 10, 2018 gqf> sa***fbtitlaNataivS ia.carn***: 77)-A"- *********** Zoning Clerk JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 7/12/2015 EXPIRATION DATE: 7/11/2017 PERSON: ROBBIO JOSEPH S FEIN: 650824459 BUSINESS NAME AND ADDRESS: JOSEPH S ROBBIO INC 9400 S. MEADOWS CIRCLE MIRAMAR FL 33025 SCOPES OF BUSINESS OR TRADE: LICENSED BUILDING CONTRACTOR Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade fisted on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 ACO 09 CERTIFICATE OF LIABILITY INSURANCE DATE i2oi5' 'THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Gulfstream Insurance Agency Inc 5833 Johnson Street Hollywood FL 33021- CONTACT NAME: a0 NE.Frt1_ (954) 966-9993 (aC,Nol: (954) 962-3283 E•r�ntL Ott ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A :United Speciality Insurance Co. LIABILITY COMMERCIAL GENERAL LIABILITY INSURED Desarata Building Corp. 3523 Griffin Road Dania FL 33312- INSURER B :Bridgefield Employers Ins. Co. DCG00838 00 INSURERC: 01/07/2016 / / / / / / / / / / / / INSURER 0 : $ 1,000,000 INSURER E : $ 100,000 INSURER F : $ 5,000 • 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. INSRT TYPE OF INSURANCE AINSR .R WVD POLICY NUMBER (MMM//DDDL DY/YYl Y) (MF MIDDIIYYYY) LIMITS A GENERAL }{ LIABILITY COMMERCIAL GENERAL LIABILITY DCG00838 00 01/07/2015 / / / / / / / / / / / / 01/07/2016 / / / / / / / / / / / / EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED PREMISES (Ea occurrence) $ 100,000 MED EXP (Any one person) $ 5,000 CLAIMS -MADE X OCCUR PERSONAL 8 ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 2 , 000 , 000 GEN'L AGGREGATE LIMIT APPLIES POLICY n PRO- JECT PER: LOC NOWND $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS — _ SCHEDULED AUTOS NON-OVVNED AUTOS / / / / / / / / / / / / / / / / / / / / COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ 9 UMBRELLA LIAB EXCESS LIAB — OCCUR CLAIMS -MADE / / / / / / / / / / / / EACH OCCURRENCE $ AGGREGATE $ $ DED RETENT ON $ B WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below Y / N N / A 830-38411 09/28/2014 / / / / / / 09/28/2015 / / / / / / x TORY WC STATU- OTH- LIMITS ER E.L. EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE - POLICY LIMIT $ 1,000,000 / / / / / / / 1 DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, K more space is required) General Contractor CGCO21804 CERTIFICATE HOLDER CANCELLATION ( ) Miami Shores Village 10050 NE 2nd Avenue Miami Shores (305) 756-8972 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 REPRE ' 1L E FL 33138- -- � ©1 010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered mark •f ACORD ACORD 25 (2010/05) INS025 (201005) 01 Property Search Application - Miami -Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRASER Summary Report Property Information Folio: 11-2231-012-0140 Property Address: 652 NE 105 ST Owner KILUAN INC Mailing Address 150 SE 2 AVE #1010 MIAMI , FL 33131 Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half 5 /4 / 0 Floors 2 Living Units 1 Actual Area 4,209 Sq.Ft Living Area 3,117 Sq.Ft Adjusted Area 3,381 Sq.Ft Lot Size 14,600 Sq.Ft Year Built 1949 Assessment Information Year 2015 2014 2013 Land Value $401,231 $195,935 $195,935 Building Value $369,797 $240,693 $242,604 XF Value $0 $0 $0 Market Value $771,028 $436,628 $438,539 Assessed Value $771,028 $248,204 $244,5361 Benefits Information Benefit Type 2015 2014 2013 Save Our Homes Cap Assessment Reduction $771,028 $188,424 $194,003 Homestead Exemption $25,500 $25,000 $25,000 Second Homestead Exemption $219,036 $25,000 $25,000 Widow Exemption applicable to all Taxable $50,500 $500 (i.e. County, $500 Note: Not all benefits are School Board, City, Regional). Values Short Legal Description GOLF VIEW EST CORR PL PB 41-58 LOT 16 LOT SIZE IRREGULAR CF 73R70125 Generated On : 9/22/2015 Taxable Value Information County 2015 20141 2013 $50,500 Exemption Value Taxable Value $0 $50,500 $771,028 $197,704 $194,036 School Board Exemption Value $0 $25,500 $25,500 Taxable Value $771,028 $222,704 $219,036 City Exemption Value $0 $50,500 $50,500 Taxable Value $771,028 $197,704 $194,036 Regional Value $0 $50,500 $50,500 (Exemption Taxable Value $771,028 $197,704 $194,036 Sales Information Previous Sale Price OR Book - Page Qualification Description 12/02/2014 $975,000 29422-3732 Qual by exam of deed 03/01/1973 $100,000 00000- 00000 2008 and prior year sales; Qual by exam of deed 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/ 9/22/2015 Detail by Entity Name FLORIDA"DEPARTMENT< OF STATE DI v IxS Io N OF CORPORAITIONS .. q Page 1 of 2 Detail by Entity Name Florida Profit Corporation KILUAN, INC. Filing Information Document Number FEI/EIN Number Date Filed State Status Principal Address 990 Biscayne Blvd Suite 801, MB 16 MIAMI, FL 33132 Changed: 04/21/2015 Mailing Address 990 Biscayne Blvd Suite 801, MB 16 MIAMI, FL 33132 P14000001904 30-0805814 01/08/2014 FL ACTIVE Changed: 04/21/2015 Registered Agent Name & Address BOLOGNA, STEFANIA, ESQ. 150 S.E. 2ND AVENUE SUITE 1010 MIAMI, FL 33131 Officer/Director Detail Name & Address Title D BRUZZI, MARCO 10433 NE 6th AVE MIAMI SHORES, FL 33138 Title D MELOTTI, MONICA http://search. sunbiz. org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 9/22/2015 Detail by Entity Name 10433 NE 6th AVE MIAMI SHORES, FL 33138 Annual Reports Report Year Filed Date 2015 04/21/2015 Document Images 04/21/2015 -- ANNUAL REPORT 01/08/2014 -- Domestic Profit View image in PDF format View image in PDF format Copyright i7 and Privacy Policies State of Florida, Department of State Page 2 of 2 http://search. sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 9/22/2015 DAVID A. DACQUISTO, AICP P,_AJMINC. £.L.'.VINr'. )Ir,_ or? 111/ .J Vif' tainte c e DEVELOPMENT ORDER File Number: Property Address: Property Owner: Address: PZ -05-15-2015200 652 NE 105th Street 10050 N.E SECOND AVE. MIAMI SHORES, FLORIDA 33138-2352 Telephone. (305) 795-2207 Fax: (305) 756-8972 Kiluan Inc. / Mario Bruzzi 652 NE 105th Street Applicant/Agent: Victor Bruce Address: 370 NE 101 Street Whereas, the applicant Victor Bruce (Agent), with the consent of Kiluan Inc. / Mario Bruzzi (property owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One-story addition. Detached accessory structure. Whereas, a public hearing was held on June 25, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be perfornied in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a covered terrace, and raised pool and deck. 2) The site shall not drain onto neighboring properties or any rights-of-way. 3) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 4) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as Page 1 of 2 but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. 5) An erosion and sedimentation plan subject to review and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti - tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) Landscaping shall be compliant with Division 17 of Appendix A, Village of Miami Shores Code of Ordinances. No new landscaping is proposed 7) Ground cover must comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf is specifically prohibited. 8) Applicant to obtain all required building permits before beginning work. 9) Applicant to obtain all required permits. and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 10) Applicant to meet all applicable code provisions at the time of permitting. 11) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 25th day of June, 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Absent Mr. Busta Yes Mr. Reese Absent Mr. Glinn Yes Chairman Fernandez Yes /// Date Richard M. Ferifandez Chairman. PIeining Board Page 2 of 2 bwee boacso-, DATE: May 13, 2016 JOB No. 0353 PROJECT: Bruzzi Residence LOCATION: 652 NE 105th St. PERMIT NO. RC 1 1 -1 5-833 CONTRACTOR: Joseph Robbio -2298 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Special Inspection - Masonry The following has been observed: • ladder horizontal joint reinforcement @ every other CMU course • cells w/ # 5 bars @ '2 Q0. Prepared by: Victor J. Bruce - AR 0017103 CJA,/ OC 131(, Copies to: Joseph Robbio File 370 NE 101st Street Miami Shores, Florida 33138 telephone 305-310-5030 email vb@b2-ai.com fie O May 12, 2016 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Soil Statement Permit Number: Address: Building Department, RC 11-15-833 652 NE 105th Street (&C \s -2388 According to the permit drawings, the concrete foundations are set to bear on sand and rock capable of resisting 2,000 psf. I certify after visual inspection that the soil is lime -rock formation and has the same bearing capacity as stated above. Please contact me at 305.310.5030 if you have any questions and/or comments. Sincerely, Victor J. Bruce A Architect AR -0017103 370 NE 101St Street Miami Shores, Florida 33138 telephone 305-310-5030 email vb@b2-ai.com LEED R AP August 12, 2016 To: MiamiShoresVillage Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 €BB Engineering & Testing Co. 7450 Griffin Road, Suite 140, Davie, FL33314 Phone: (954)581-7115, Fax: (954)581-2415 www.cebb.net Roof Tile Uplift Test Report \5 _Z3618 Test Date: August 12, 2015 Permit #: RF -7-16-189 Address: , INC. 652 NE 105th Street, Miami Shores, FL Contractor: Affordable Rooftec Roof Pitch: 3:12 Attachment method: Adhesive Polyset AH -160 Tile Type: Santa Fe Spanish "S" Roof Tile Device Used: "IMADA DPS 110" force gauge (Serial # 340507) Total Sloped Roof Area: 4.34 squares All Testing is in strict accordance with the Florida Building Code, 2014 Edition, High Velocity Hurricane Zone — Testing Application Standard (TAS) 106. Roof Area: 4.34 squares Total Number of Tests Number of tests Passed % Passed Field Area (1): 8 (T7 -T14) 8 100% Perimeter Area (2): No. of Corner Areas (3): 4 4 (T1 -T4) 4 100% Ridge/Hip Areas: 21 pcs 2 (T5-T6) 2 100% Based upon the field tests, I certify that 100% of the static up -lift tests "PASSED" the testing criteria of 35.0 lbfload, and meets the attachment resistance for adhesive Set Systems, as specified in the NOA. Should you have any questions regarding the above, or if require additional information, please do not hesitate to contact this office. Sincerely, CeBB Engineering & Testing Co. (NOA 13-09 9.02) 08/12/2016 Eduard B.fi , P.E. Fla. Reg. No 59997 For The Firm Cc: Affordable Rooftec Enc. Location Sketch Calibration Certificate €BB Engineering & Testing Co. 7450 Griffin Road, Suite 140, Davie, FL33314 Phone: (954)581-7115, Fax: (954)581-2415 www.cebb.net HANDLIFT RESULTS: Passed the protocol criteria of less than 3% loose. We performed the up -lift test. Roof Area: 4.34 squares Total Number of Tests Number of tests Passed % Passed Field Area (1): 8 (T7 -T14) 8 100% Perimeter Area (2): No. of Corner Areas (3): 4 4 (T1 -T4) 4 100% Ridge/Hip Areas: 21 pcs 2 (T5-T6) 2 100% TAS 106 TESTS LOCATION SKETCH Permit # RF -7-16-1898 KILUAN, INC. 652 NE 105th Street, Miami Shores, FL Legend: 11-14 Field tests 7-10 Perimeter tests 1-4 Corner tests 5-6 Ridge Tests BB Engineering & Testing Co. 7450 Griffin Road, Suite 140, Davie, FL33314 Phone: (954)581-7115, Fax: (954)581-2415 www.cebb.net TEST RESULTS = PASSED, F = FAILED Test Location Uplift Pull Test (P or F) Test Location Uplift Pull Test (P or F) Test Location Uplift Pull Test (P or F) Test Location Uplift Pull Test (P or F) Test Location Uplift Pull Test (P or F) 1 P 2 P 3 P 4 P 5 P 6 P 7 P 8 P 9 P 10 P 11 P 12 P 13 P 14 P !BB Engineering & Testing Co. 7450 Griffin Road, Suite 140, Davie, FL33314 Phone: (954)581-7115, Fax: (954)581-2415 www.cebb.net madla lcom PONCE a. TORQUE anEAEURamaENT mwieo 17Caa ACCREDITED QMF-I 1 -3 -IM CALIBRATION CERTIFICATE Calibration Date: March 22, 2016 Certificate f 032216-340507E Temperature: 74 °F Humidity: 27 %RH Model Number: DS2-110 Serial Number. 340507 Capacity: 110 lbf Accuracy: 0.2 %F.S. t 1 LSD Resolution: 0.1 Ibf Procedure: EXAO1D Traceability: Description SN Certificate # Due Date Temp7W MIR 2228016 972427-53815274 7/23/2017 Hanger 2AA 22725080 4/19/2017 W -3d 4S2C 1840383A1) 4/3/2017 Weigh) 2LPP 2230574/3 12/13/2016 Weight 23GR 1416841 6/2/2018 3) Comp. 110.0 109.9 109.9 This document certifies that the above instrument has been calibra ed and tested in accordance with Imada calibration procedures conducted under the conditions noted with standards, which establish an unbroken link traceable to the International System of Units (SI) via the relevant primary national or international standards, including the National Institute of Standards and Technology (NIST). This document must not be reproduced without written authorization from IMADA INC. TEST RESULTS AS FOUND AS LEFT Technical Manager: hands, Inc 3100 Dundee Rd., Suite 707 Northbrook, 1111nob 60062 hllp:/Mww.lmada.con E -Mail: ImadnQimada.cum 1-800-373-9989 IRs Numb=7 Issue Ota:1020,2111 TEST POINT ACTUAL ACTUAL 1) rens. -110.0 (Ibt) -109.9 (Ibt) -109.9 (Ibt) 2) 0.0 0.0 0.0 3) Comp. 110.0 109.9 109.9 Technical Manager: hands, Inc 3100 Dundee Rd., Suite 707 Northbrook, 1111nob 60062 hllp:/Mww.lmada.con E -Mail: ImadnQimada.cum 1-800-373-9989 IRs Numb=7 Issue Ota:1020,2111 G2 Consulting Group,Inc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 • BY: JM DATE:7/25/15 SUBJECT:BRUZZI Res SHEET 1 OF27 CHECK BY:JM DATE7/25/15 Miami Shores , Florida RECEIVED SEP . 2 2.015 BY: CALCULATION TITLE SHEET Job Name : TERRACE & POOL ADDITION 8 .... • Client : Mr. BRUZZI •••• 652 NE 105th STREET •.:,,• • MIAMI SHORES, FL 33138• •••• •• • •• •••• •••• •• •• •• • •• • ••• •• • •• ••• • • •• • Job Type : RESIDE v '• •• .•. •••• Building Code :.F.B.C.-2014-5th Edition Building Dept : Miami Shores CIFITV The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision. For the computer runs, if any, input was prepared and the output data analyzed and interpreted in the same `011111 I r I 0, z manner prior preparation of the construction documents. .� N\ONT i. Therefore, I accept professional responsibility for m}(�� \N, ' ' ' ' ' ' ' ,u/4 ;0, interpretation of any computer outputs. �� . 9969 Nob - W •F SIONP- iii h illlII�` G2 Consulting Group, Inc. joaquin montesino, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 Job: Bruzzi Res Sheet No: `2-- of Calc. by: JM Date:7/10/15 Checked by :JM Date:7/10/15 WIND LOADS PERASCE7-10 OPEN BUILDING : PITCHED FREE ROOFS EXPOSURE :C Roof angle: 9 < = (45 deg ) Roof angle: 3 slam= — 12 V := 175 mph Topographic Factor Kzt := 1.0 Velocity pressure Exposure Kz := if 9 := atan(slope) 9 = 14.036•deg Mean hight h := 20ft - 2- a (h < 15ft), 2.01•�Z 15 l - g , 2.01- Wind .01- Wind Directionality Factor Kd := 1.0 Basic Velocity Pressure qh := [0.00256•Kz•Kzt•Kd•(V)21l•psf qh = 70.71•psf Determine : CN G:= 0.85 Direction 1 : rafters wind pressures 9 = 14.036•deg Roof Angle L2 t Aeffective 3 Aeffective = 293 ft2 a3 := 3ft a2 := 2.25ft 2 r h ft Zg Kz = 0.9 •••• • • • • •••• • • • •• • • •• • • • •••• • • •••• •• • • • • • • ••••• • • •• •• • • • • • • ••• •• • • •• • • • • • • • • • • • • • • •• • • ••• • • • • Horizontal dimension of terrace measured L1 := 29.667ft along wind direction Effective Wind Area For Zone 3 For Zone 2 a32=9ft2 a22 = 5.063 ft2 4a32 = 36 ft2 4•a22 = 20.25 ft2 Aeffective > 4a32 Aeffective > 4a22 G2 Consulting Group, Inc. } joaquin montesino, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 For Clear Wind Flow Condition : 01 := 14deg Zone 3 Zone2 Cn3N, := 1.1 Cn2w := 1.1 Zonel Cni := 1.1 Pressures : Paw gh•G•Cn3w 0.6 Pressure in Zone 3 Paw = 39.67•psf P31 := (gh•G•Cn31-0.6) + lOpsf P31 =_ 29.667•psf Pressures : P2w := gh.G.Cn2w'0.6 p2w = 39.67•psf P2I := (gh•G•Cn31•0.6) + lOpsf P2I =—29.667•psf Pressures : pi, := gh.G.Cn2w 0.6 Piw = 39.67•psf Pll := (gh•G•Cn31•0.6) + lOpsf I-11=—29.667•psf Cn31 := —1.1 Cn21 := —1.1 Cn11 :_ —1.1 Pressure in Zone 2 Pressure in Zone 1 Job:18ruzzi Res Sheet No: of Calc. by: JM Date:7/10/15 Checked by :JM Date:7/10/15 • • • • •••• • • • • •• • • •. • • • • • •••• •• • • • • • • •••• • •• •• • • • •. • •• •• • •• • • • • • • •• • • • • • • • • • • • • • • •• • • ••• • • • • • •. • Results for LC 2, WIND LOAD G2 Consulting Group. JOAQUIN MONTESINO, P� .... • • •••• •• •• • • • •• • • • ..•. • • • ..•. .. . • • • . • . • ..••• . •• • • .• • • . • • • .. • • • • . . • • • • • . . •. • • • • • .•• • • BRUZZI July 23, 2015 at 8:21 PM 4x8 WD RAFTERS SP#2 RAFTERS.r3d a fY .Z _._. X -.06k/ft Loads: BLC 1, DL Results for LC 2, WIND LOAD •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • •••• •• • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • •• • • ••• • • • G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI • • • • •• • • • • July 23, 2015 at 8:22 PM RAFTERS.r3d -.06k/ft Loads: BLC 2, LIVE LOAD Results for LC 2, WIND LOAD • • • •. • ••• • • • .•.• • •• • • • ••. • •• ••••• • • •••• •• • • • • • • •••• • •• • • •• . • • • • • • • • • • • •• • •• • • • • • •• • • • • • • �• • • • ••• • • • • • G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI July 23, 2015 at 8:22 PM RAFTERS.r3d -.079k/ft_ , T .059k/ft N1 N5 •••• • • • • •••• • • •• •• • • •• • • • • • •••• •• •••• •• • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • •• • • ••• • • • Loads: BLC 3, WL 1 Results for LC 2, WIND LOAD • • • • • • • •• • • • • G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI July 23, 2015 at 8:22 PM RAFTERS.r3d 1.1 Results for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group. JOAQUIN MONTESINO, P BRUZZI 1.1 •••• • • • • •••• • • • • •• • • •• • • • • • ••• • • • • •••• •• • • • • • • •••• • •• • • •• •• • • • • • • • • • •• • •• • • • • • •• • • • • • ••• • • • • • • •• • • • • July 23, 2015 at 8:23 PM RAFTERS.r3d Results for LC 1, GRAVITY Member z Bending Moments (k -ft) G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI .••• • • •••• • • • •• • • •• • • • •••• • •• • • • • •••• •• • •• • •• • • ••••• •• •• •• • • • • • • • ••• •• • •• • • • • • • • • • • • • • •• • • ••• • • • • • • • • July 23, 2015 at 8:23 PM RAFTERS.r3d 0.8 Results for LC 1, GRAVITY Member y Shear Forces (k) -.8 .... • • • •• t. •• . ..• • .. .. • •••• • ••••.. • •• • • • ••••• .. • •• •• ... •. • • .. • • •. • • • • • • • • ..• G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI • • ••• • .. • • • • • • .. • • • July 23, 2015 at 8:23 PM RAFTERS.r3d •Y , Results for LC 2, WIND LOAD Member z Bending Moments (k -ft) •••• • • • • •••• • • • •. •• • • •• • • • • • •••• • •••• •• •••• • • •• •• • • • •• • • • • • • • •• • • •• • • • • • •• • • • • • • • • • • • • • •• • G2 Consulting Group. • • • • • • • ••• • • • • • •• • JOAQUIN MONTESINO, PE BRUZZI July 23, 2015 at 8:32 PM RAFTERS.r3d Results for LC 2, WIND LOAD Member y Shear Forces (k) •••• • • • • •••• • • • •• • • •• • • • •••• • • •••• •• • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • •• • • • • • • • • • • • • • • •• • • ••• • '• • • • G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI July 23, 2015 at 8:32 PM RAFTERS.r3d (3 0.7 •••• •• • • •••• • • • •• • • •• • • • •••• • • • •• •••• •• • • • • • • • • •• • •• • • • • •• •• • •• • • • • • • • • • • • • • • • • •• • • ••• • • • Results for LC 2, WIND LOAD Reaction units are k and k -ft • • • G2 Consulting Group. JOAQUIN MONTESINO, PE BRUZZI July 23, 2015 at 8:31 PM RAFTERS.r3d G2 Consulting Group, Inc. • JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 DATA : 4X8 b := 3.5in Ate:= b•h b.h2 6 Job: B uzzi Res Sheet No: ( of Calc. by: JM Dat :07/10/15 Checked by :JM Date:07/10/15 DESIGN RAFTERS WD 4"X8" SP No 2 :WD SECTION h := 7.25in Area of section Modulus of section -From RISA Program : SP No 2 b.h3A = 25375 int I S = 30.66•in3 12 Moment of Inertia I = 111.15•in4 Mmaxgraviry 2.366kip•ft Max Bending Moment due gravity load Vmaxgravity 0.805Ibf Max Sheae Force due gravity Toad Mmaxwind 1.527kip•ft Max Bending Moment due wind Toad Vmaxwind 0.519kip Max Sheae Force due wind Toad Mme := max(Mmaxgraviry, Mmaxwind) Vmax max(umaxgravity,umaxwind) -Max bending stress: fbMmax _ 3 Vmax fv :_ - 2 A Mmax = 2366• lbf • ft Vmax = 519 Ibf Max Bending stress fb = 926 psi Max Shear stress fv = 30.68 psi Allowable stresses for SP No2 (2x6) Fb:= 1000psi Tabulated Bending Sress for SYP No.2 , See Tabl 1, NDS �Fv := 175psi Ewood := 1400ksi Tabulated Shear Sress for SYPNo.2,See Tabiel,NDS Modulus of Elasticity of SP NO 2 (2x6) • • • • • •• • • •••• • • . • •• • • •• . • • • • • • • • • • • •• • •. • • • • •••• • •• • • • •. • • • •• • • • • • •• •• • • • • • •• • • • • • ••• • • • •. • G2 Consulting Group, Inc. • JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Adjustment of Design Values IED Load Duration Factor(Normal combination of loads) {Cm -:=-1.0. Wet Service Factor 17 :71-70: 1.0 Temperature Factor CL := Beam Stability Factor `Cfu:= 11 Ci:= 11 Size Factor Flat Use Factor Incising Factor FC -7= 1.15j Repetitive Member Factor FC -f-:73 Form Factor F'b := Fb•CD•CM•Ct•CL•CF•Cfu•Ci•Cr'Cf F'b = 1150•psi Allowable Bending Stress checking := if (fb _< F'b, "ok" , "no good") checking = "ok" Fw Fv•CD•CM•Ct•Ci F'v = 175•psi Allowable Shear Stress check] •= if(fv <_ F',, "ok" , "no good ") checking = "ok" fb — = 0.805 F,b fv — = 0.175 Fv Job: Br i Res Sheet No: .of Calc. by: JM DLte:07/10/15 Checked by :JM Date:07/10/15 .... • • • • •••• • • • • •• • • •• • • • •••• • • • • .... •• • • • •• • • • •••. • •• •• • • • • • • • • •• •• • •• • • • • • . • • • • • • • • • • • • • •• • • ••• • • • •• • G2 Consulting Group, Inc. JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 -Max deflection : From RISA Program -Maximum Actual displacements GRAVITY LOAD : AmaxRisa 0.279in Amax AmaxRisa -Allowable displacements : Aaliow 360 Aaliow = 0.417• in ch c n = if Amax Aaliow' L checking = "OK" L := 12.5ft OK" , "Not Good" check := if(AmaxAallow) "ok" , "Not good" check = "ok" Job: Bruzzi Res Sheet No: / of Calc. by: JM Date: 7/10/15 Checked by :JM Date:07/10/15 •••• • • • • •••• • • • •• • • •• • • • •• • • • • •••• •• • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • •• • • ••• • • • G2 Consulting Group, Inc. • JOAQUIN MONTESINO, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 3"X10" WD BEAM SYP No 2 DATA : Use 2-2"x10" and steel plate :10"x5/8" bwood := 1.5in wide of each wood beam (3"x8") hwood := 9.25in depth of each wood beam(3"x8") hsteel loin depth of steel plate thsteel = 8 to wide of steel plate Es := 29000ksi Steel Modulus of Elasticity Job: BR ZZI Res Sheet No: .1 � of Calc. by: JM Date:07/13/15 Checked by :JM Date:07/13/15 FY := 36ksi Steel yield strength Fb := 0.6•Fy Allowable bending stress for steel Fb = 21.6.ksi Fv := 0.4•Fy Allowable shear stress for steel Fv = 14.4•ksi L := 13ft Span of beam -Steel alone behavior : 3 thsteei hsteel Ix :- 12 2 thsteel' hsteel Sx :- 6 Moment of Inertia of steel plate Steel Modulus of section A := thsteei'hsteei Area of steel section -Actual Loads : lbf Wgravity := 785 ft lbf Wwind 0 ft Gravity load Wind load Wmax max(wgravity, Wwind) Wmax = 785.—lbf 85•Ibf ft Ix = 52.083.in4 Sx = 10.417.in3 A = 6.25•in2 •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • •• • • • • • • • • • • • • •• • • ••• • • • • • •. • G2 Consulting Group, Inc. JOAQUIN MONTESINO, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 -Max Internal Forces 1 2 Mmax 'Wmax'L L Vmax 'max' 2 -Max bending stress: Mmax fb :_ Sx 3 Vmax fy:=- 2 A Mmax = 16.58 -kip -ft Vmax = 5.1 -kip Max Bending stress Max Shear stress Controll := if(fb <_ Fb, "OK" , "Not Good" Control2 := if(f. <_ Fv,, "OK" , "Not Good" -Checking displacemt Amax 384•Es'lx 5' 'max' L4 L Aauow 360 Amax = 0.334• in Hallow = 0.433•in Control3 := if(AmaxAauow� "OK" , "Not Good" Job: BR ZZI Res Sheet No: I V of Calc. by: JM Date:07/13/15 Checked by :JM Date:07/13/15 fb = 19•ksi fj, = 1.225•ksi Controll = "OK" Control2 = "OK" Control3 = "OK" . • .• • • • • •••• • • • •• • • •• • •••• • • •••• •• • • • • • • • ••••• • •• •. • • • • • • •• •• • • •• • • • • • • • • • • •• • •• • • ••• • USE : RIDGE BEAM WD : 2-2"X10" SP# 2 AND STEEL PLATE :10"X5/8" WITH BOLT D=1/2" @12" ALONG THE BEAM G2 Consulting Group, Inc. JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 RAFTERS RIDGE CONNECTION : Bolt D=3/4" Ridge Beam 2-3"x10" Steel Plate th=5/8" Job:Br zzi Res Sheet No: (1 of Calc. by: JM Da e:07/14/15 Check byJM Date :07/14/15 Rafter 4rrx8" -DATA : -MEMBERS DIMENSION : -Ridge size : 2-3"x10" & sp th=5/8" SP No 2 -Rafters size: 4"x8" BOLTS : 1 BOLT D=3/4" SP No 2 -ACTUAL FORCES : Gravity loads Naig := 196Ibf Vag := 7581bf Actual axial Force in Rafter 1 Actual Shear Force in Rafter 1 •••• • •••• • • •••• • • •• •• • • • • • • • • •• • slope of rafters 0 := atan —33 12 ••• • • • •••• • •• • • • ••• • • •• • • • • • •• •• • • • • • • . • • • • ••• •• • ••• 0 = 14.036•deg G2 Consulting Group, Inc. JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 Na2g := 196Ibf Actual axial Force in Rafter 2 Vag := 7581bf Actual Shear Force in Rafter 2 Fvertg := Valg'COO) + Va2g•cos(0) + Nal g•sin(6) + Na2g•sin( 0) Fhorg Valg•sin( 0) + Va2g•sin( 0) — Nat g•COO) — Na2g•cos(0) From RISA : Idem Reaction on NODE 3 Wind loads : Nalw := 0 Actual axial Force in Rafter 1 Valw := 4911bf Actual Shear Force in Rafter 1 Na2w := 0 Actual axial Force in Rafter 2 Vow := 3671bf Actual Shear Force in Rafter 2 Fvertw = Vaiw'cos(0) — Va2w•cos(0) Fhorw := Vatw•sin(9) +Vow sin(0) From RISA : Idem Reaction on NODE 3 Fvertw = 120 lbf Fhorw = 208 lbf Job;pruzzi Res Sheet No:of Calc. by: JM Date:07/14/15 Check byJM Date :07/14/15 Fvertg = 15661bf —12.612 lbf Fhorg = • • • • • .. • •••• • • .... • • .. .. • • • From Table 8.3A Bolt Design Values (Z) for Double Shear (three members) connectior2� Using Bolt diameter D=3/4" tm := 7.5in tside 3.5in Zparallel 33801bf Zperp := 19101bf a := 0 SP # 2 Allowable shear force parallel to grain Allowable shear force perpendicular to grain ZparallelZperp Za :_ Zparallel'(sln(0))2 + Zperp•(cos(0))2 Za = 32341bf • • • .. • .. • . • • •••• • .. • • • ••• • .. • • • • • .• . . • • • . • ••• • • • .. • G2 Consulting Group, Inc. JOAQUIN MONTESINO P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 (3 := 90deg — a = 75.964 -deg za :_ Fvertgl I Fhorgl Ratiol Zp Za Zparallel' Zperp Zparallel'(sin(13))2 + Zperp•(cos(I))2 1 Fvertw1 1 Fhorwl Ratio2 + Zp Za Ratio] = 0.803 Ratio2 = 0.126 CONTROLgrav := if(Ratiol <_ 1, "OK" , "Not Good" ) CONTROLwind := if(Ratio2 <_ 1, "OK" , "Not Good" ) Job:Bruzzi�Res _ Sheet No: v,Aof Calc. by: JM Date:07/14/15 Check byJM Date :07/14/15 Zp = 19601bf LONTROLgrav = "OK" CONTROLwind = "OK" • • • • • •• • • •••• • • • • • • • • •• •• • • • • • • • • • •• • •••• • • ••• • • •• • • • ••• • • •• • • • • • •• • • • • • • •• • • • •• • • • • • • • •• • • • • ••• • • • • • G2Consulting Group. Inc. Job: Su(lian Res A Robert T. Garcia Sheet No:'y of 9725 s.w. 4 th TERR. Calc by:RG Date:06/23/08 Miami, FL 33174 Check by: RG_Date:06/23/08 WEDGE ANCHORS 1 Data ;anhor diam._).=9/tin! 1 Actual tension and shear IPS• := s 191 bf Actual Tension �Va := 130!11 Actual Shear 2 Allowable tension and shear ITS, := 21851bf Allowable tension force Vs, := 23431bf Allowable shear force 3 Adjusted factors 3.1 Adjusted factor for edge distance emb := 3.5in emb min embedment Rfe edmax ed Rfe = 0.653 3.2 Adjusted spacing factor ---� s7 := 9.5in Rfs..— Sbmax Sb. Rfs, = 0.679 Load combination .6DL + WIND lea Edge distance edmax := 1.75 x emb e.dmax max edge distance Bolt spacing Sbmax := 4 x emb n := bw lbw := 2 3 Combined tension and shear forces Ea.:— Ps. Va. Max spacing • • • • • •• • • •• • • • • •••• • • •• • • • • • •••• • • • •••• •• • • • • • • •••• • • •• • • •• •• n -number of wedge anchors••. Ts. X Rfe x Rfs. x n Vs. X Rfe X Rfs. X n E,,, = 0.331 Check := if (E,,. _< 1 , "ok" , "no good") Check = "ok" Note : used 2-1/2" diam. x4" emb . HILTI KWIK BOLTS 4 •• • • • • • •• • • • •• • • • • • • • • • •• • • ••• • • • • • G2 Consulting Group, Inc. Joaquin Montesino, P.E ph,fax:786-2940032 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 DESIGN CONCRETE BEAMS wdlu := ((15ft•30psf + 150pcf•8in• 12in))• 1.2 wdlu=660•lbfft Factored dead Toad wpu:= ((15ft•30psf))•1.6 wllu = 720.— Factored live Toad wuplift := (1.6)•260lft Factored uplift wuplift = 416 lbf ft -Ultimate gravity load : 1 2 Mug 8 ' (wdlu + wllu). -Ultimate Uplift load : 1 2 Muuplift 8 •wuplift'L -Design for both conditions : Mug Rng 41)• fcb• de2 Wg = 1-41-2.36•Rng 1.18 Pi•fc pt := 0.319• fy RB -1 Mug = 24.84•kip•ft Muuplift = 7.49•kip•ft Rng = 0.1529 pt = 0.0136 pgeq := oo if Pg > Pt max(pg, Pmin) if Pg < Pt Wg = 0.1699 Job; Bruzzi Res Sheet No: 11I of Calc by:JMDate:07/15/15 Check by:JMDate:07/15/15 SIZE : b := 8in d := 12in de := d – Ccover L,;= 12ft := 0.90 fes:= 3000psi fy := 60ksi fc pg := Wg• f y Penin 0.0033 pgreq = 0.0085 Ccover 2.5in Beam span f:= 3000psi (31 := 0.85 • • • • • •• • • •••• • • ••. • • • •• •• • • • • • • • • • •• • pg = 0.0085 •. • • • • •••• • •• • • • ••. • • •• • • • • • •• •• • • • • • •• • • • • ••• • • • •. • G2 Consulting Group, Inc. Joaquin Montesino, P.E ph,fax:786-2940032 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Asg := Pgreq•b•de Using bars # 6 Rnuplift itofcbde2 Asg = 0.646• int as := 0.44in2 Muuplift wuplift 1.18 Asg = 1.468 as Rnuplift = 0.0461 1 — 41 — 2.36•Rnuplift P1•fc ,w= 0.319• fy pt = 0.0136 wuplift = 0.0474 Pupliftreq oo if Puplift > Pt max(Puplift, Pmin) if Puplift < Pt Asuplift Pupliftreq'b'de Using bars # 5 fc Puplift wuplift' 1r Aaia4:= 0.0033 Asuplift = 0.251 •in2 ate.= 0.3 l in 2 Pupliftreq = 0.0033 Asuplift — 0.809 as Use 2 bars #6 at bottom & 2 #5 at top Job: pruzzi Res Sheet No: 9.-Y of Calc by:JMDate:07/15/15 Check by:JMDate:07/15/15 Puplift = 0.0024 • • • •• • • •••• •••• • • •. • • • • • • • •• • • • •• • •••• • • •••• • •• • • • •••• • •• • • • • •• •• •• • • • • • •• •• • • • • • ••• • • • • A G2 Consulting Group, Inc. Joaquin Montesino, P.E ph,fax:786-2940032 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 SHEAR STRESS L Vu := Wdlu + ��llu '— Shear (ult) 2 LVu = 8.28 -kips, Ties Area !as :_ .11•in2 No of tie legs no 2 Steel FY := 40000psi Vc := 2•(psi•fe)•b•de Vc = 8.325 -kips (1)-Vc — 3.122 -kips 2 de Smax := —2 ,:= 0.75 CONTROL := ifl Vc >_ Vu, "ok" ," Stirrups are required!!" 2 CONTROL = " Stirrups are required!!" spacingmax := if I Vu < Vc ,12in, Smax 2 spacing„,,, = 4.75.iri check := if(spacingm >_ 12in,12in, Smax> check = 4.75•ir used # 3 stirrups @ 4.5" Job:„Bruzzi Res Sheet No: .-lb of Calc by:JMDate:07/15/15 Check by:JMDate:07/15/15 .••• • • • •••• • • • •• • • •••. • • •••• • • •• •• • • • • • • • • • • •• • • •• • . • •••• • •• • • • • • •• •• • • • • • •• • • • • • ••• • • • •• • • •• • • • • • • G2 Consulting Group, Inc. Joaquin Montesino, P.E ph,fax:786-2940032 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 -Checking displacement : 3 I, := b d 0.35 Cracking Moment of Inertia 12 wa Wdlu WIIu + — 1.2 1.6 Amax 384•Ec Ix 5•wa L4 L Dailow 360 wa = 1000.1$ Joix pruzzi Res Sheet No: W of Calc by:JMDate:07/15/15 Check by:JMDate:07/15/15 Ix = 403 • in4 E,:= 57• •ksi Eo = 3.122 x 103•ksi psi �Omax = 0.371• n Max displacment °allow = 0.4•iri Allowable displacement check := if(Omax < Dallow, "OK" , "Not hood" check = "OK" • • • • • •• • • •••• • • •••• • • •• . • • • • • • • • • • • •• • •••• •••• • •• • • • •. • • • • • • • • •• • • • • • •• •• • • • • • •• • • • ••• • • • • • .• • • • VERTICAL AND HORIZONTAL SHEAR STRENGTH DETAIL A VERTICAL SHEAR STRENGH GEOMETRICAL DATA Edge distance de1(in) Edge distance de2(in) Distance x(in) Member depht h(in) 6 6 0 8 Edge distance de3(in) Edge distance de4(in) Distance y(in) Eccentricity of Toad e'v(in) 12 4 6 0 STUDS PROPERTIES & CONCRETE STRENGTH (DATA) Diameter do(in) Embedment hef(in) Shank Area Ase(in2) Bearing Area Abrg(in2) Steel Shear Strength fut(ksi) Shear Steel strength coeff 4)s SED(in) BED(in) down BED(in) up 0.5 !Number of studs (n) 6 Number of studbacks (nstudback) 3.196 _ Number of limit edges( nside ) 0.59 Number of stud at dir x (nx) 65 0.65 6 18 10 Number of studs at dir y(ny) Concrete Strength fc(psi) Shear concrete strength coeff 4) SED/BED down 0.333 SED/BED up 0.600 STEEL STRENGTH 4)Vs(kip) 1 8.30 1 1 2 •,1 ..2 3000 0.7 0 w CD del x• de2 e4 y de3 0 Vu \/ 0 SED FRONT -EDGE SHEAR STRENGTH (down) & (up) 1 1 0.500 0.671 1 1 0.7 42.22 19.32 CORNER FAILURE(down) & (up) No Apply Spacing x factor Cx1(down) Spacing x factor Cx1(up) Thickness Factor Ch1(down) Thickness factor Ch1(up) Eccentricity Factor Cev1(down) Eccentricity Factor Cev1(up) Cracking Factor Cvcr Single -Anchor Strength(kip)(down) Single -Anchor Strength(kip)(up) SIDE -EDGE SHEAR STRENGTH(down) & (up) Spacing x Factor Cx3 Spacing y Factor Cy3 Eccentricity Factor Cev3 1 1 SingleAncljdFStebfldth;/cp3Q(1p4 • .7•d• tQVco31111p)• • . 10.086 •• ••• •• • • • •• • ••• ••• • • • • • • • •• • • • • •• • • ••• • • G2 CONSULTING GROUP, INC JOAQUIN MONTESINO.P.E. • • 9725 SW 4 TERR MIAMI rL 3:174 LIC:69969 • • • • • •• •• ••• • • ••• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • ••• • • • • • • • • • • • •• Cc2 (down) Cc2(up) Thickness Factor Ch1(down) Thickness Factor Ch1(up) Eccentricity Factor Cev(down) Eccentricity Factor Cev(up) Cvcr Vco2(kip) (down) Vco2(kip)(up) $Vco2(kip)(down) $Vco2(kip)(up) 0.404 0.542 0.500 0.671 1 1 0.7 42.224 19.322 4.18 3.44 Max Vertical Shear Stress (kip)(down) 8.30 Max Vertical Shear Stress (kip)(up) 6.35 CHECKING RATIO h hef FACTORED SHEAR FORCE (kip) SHEAR DOWN 7.65 SHEAR UPLIFT 0 DOWN 0.92 OK UPLIFT 0.00 OK DESIGN CONN. DETAIL A JOB: BRUZZI RES SHEET .0 R. OF CALC:JM DATE:07-24-15 NVRT — Flat and Twisted Rafter lies 1" x 14 (i ,4-t Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: 1) Specify "F" for Flat and "T" for Twisted when ordering. 2) Fastener values are based on a minimum of 11/2" thick wood members. 3) *Indicates no. of nails in each connected wood member. 4) ITW tapcons shall be embedded a minimum of 11/4" into concrete tiebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of 21/2" and minimum' staggered spacing of 3/4" as shown. 5) Use on in Non-HVHZ. 6) For Uplift loads CD=1.6 7) See general notes, page 01. 8) This table is based on Florida Approval 16294, Table 4. NVRT Wood to Wood 16d or 10d 1 1/2" Nails Maximum Uplift Load (lbs) TOTAL member* Flat Ties Twisted Ties 6 3 5885 5885 8 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 NVRT Wood to Concrete No. of 16d or l0d 1'/2 nails to Wood Framing No. of 1/4" diameter Tapcons to Concrete Maximum Uplift Load (lbs) 3 3 5885 4 4 722 5 4 856 6 5 991 7 5 1125 3" 4-1 411-4" 13" O 0 0 0 NVRT Anchor Holes•dia. 4" `e e e e e e e e e e e e e s e e s e a e e e e LENGTH FLAT HALF HALF Connected Connected to truss _ _ to wall Do not Use circled holes 1" UPLIFT ly. •••• • • • •••• • • • _ • • • ��,.5 Ai. fit • • • • • LENGTH 0 B TWISTED 8 Tie Beam formed with concrete filled masonary or concrete tie beam • • •• • • • " Mia.• ea434 distance •• • • Florida Building Miami Dade County Code NOA # FL 16294 FL 16294 FL 16294 FL16294 13-0206, t? Exp. May22, 2018 12-0130.35 Exp. December 23, 2014 Approvals 2 NVHTA NVSTA NVHC37 AB IKE NVTHJ26/28 NVTA NVTAS NVRT NVBH24 NVUH26 NVTH Holden Double Strap Riveted Truss Anchor Single Strap Deep Seat Riveted Truss Anchor 5 Way Grip Clip Angle Clip Stud Plate Ties Hip and Jack Hangers Truss Anchor Strap Riveted Truss Anchor Strap Flat & Twisted Rafter Ties Butterfly Hanger Joist Hanger Heavy Duty Single Strap NVTPH Top Plate NVSO 236 Heavy Duty Face Mount Joist Hanger NVJH 24-26-28 Joist Supports NVHC43 + 43/2 Hurricane Clips NVSNP3 Skewed Nail Plate NV358 Double Heavy Duty Straps with 2 Ply Seat NV458 Double Heavy Duty Straps with 3 Ply Seat NVTH Heavy Duty Single Strap NVTHS Heavy Duty Single Straps with Seat NVSTA-1211/48H Heavy Duty Single Straps with 1 Ply Seat NVHTA-1211/48H Heavy Duty Double Strauss with 1 Ply Seat NVHCL/R Hurricane Clips Raght'& Left.. • . • . . . .... • • • . .... .. . • . • • . • .... . .. .. . . . . . • ..• .. • .. . . . • . . • • . . • . • • • • • ••• • • • .. .. • G2 Consulting Group, Inc. ASDIP v 4.0 Page Date: 16 -Jul -2015 Time: 11:41 AM Project: bruzzi Descrip: ftg F40 Engineer: JM 3ECMETR PRDPrR-IES Interior, Edge or Corner? (I/E/C) = I (ft): (ft) = (ft) (ft) = (ft) = (ft) = Footing Width (X-dir) Footing Length (Y-dir) Footing Thickness Soil Cover (120 pcf) Pier Width (X-dir) Pier Length (Y-dir) 4.00 4.00 1.00 1.00 1.00 0.67 G2 Consurtrng Group. inc CONCRETE SPREAD FOOTING DESIGN Pier Conc. Strength fc (ksi) = 'Footing Conc. Strength fc (ksi) = Steel Yield Strength fy (ksi) = Allow. Soil Pressure (ksf) = APP_iED LOADS (Notes 1 tc 3). Selfweight + Soil Cover (kip) - COMBINED SERVICE LOADS: Vertical Load P Moment about X-axis (kip) = (k -ft) = Moment about Y-axis (k -ft) = - COMBINED FACTORED LOADS: Vertical Load Pu (kip) = Moment about X-axis (k -ft) = Moment about Y-axis , (k -ft) = Horizontal Load Vu (kip) SOIL °RESSI,RES_A t CORNERS_ S1 = 1.17 ksf S2 = 0.00 ksf Footing S3 = 1.17 ksf Type III S4 = 0.00 ksf S max. / S allowable Ratio = 0.58 Area in Contact with Soil = 99% GREAT I SOIL PRESSURES ARE OK SHEAR STRESSES...._(psMM Actual +a Vc 10.1 82.2 23.0 164.3 One Way Shear 3.0 Punching Shear 3.0 GREAT ! , SHEAR STRESSES ARE OK 60.0 REINFORCEMENT 'DESIGN. 2.00 As min. Allowable (in2/ft) = 0.26 - BARS PARALLEL TO X - AXIS: 4.3 As Bar Spacing Total (int/ft) Size # (in) # of Bars 5.0 0.26 5 @ 14.4 4 (T) 0.0 0.26 5 @ 14.4 4 (B) 6.2 WARNING DEVELOP LENGTH IS NG ! - BARS PARALLEL TO Y - AXIS: 7.2 As Bar Spacing Total 0.0 (int/ft) Size # (in) # of Bars 9.0 0.26 5 @ 14.4 4 (T) 0.0 0.26 5 @ 14.4 4 (B) GREAT ! , DEVELOP. LENGTH IS OK - HOOKED DOWELS IN PIER: Req. Dowels Steel Area (in2) = 0.48 Use a minimum of 2 Bars # 5 Ldh req. / Ldh prov. Ratio = WARNING: DEVELOP. LENGTH IS NG ! ECCENTRICITIES. X-ecc./W = 0.168 Y-ecc./L = 0.000 CONCRETE STRESSES (ks0. Bearing Stress Pub = 0.12 Footing Bearing Capacity o Pnb = 3.31 GREAT ! , BEARING STRESSES ARE OK Notes: 1.- Loads to be applied at bottom of footing. Moments shall include the effect of any horizontal load times the pier height when that Toad is applied at top of pier. 2.- Do not include footing self -weight in the applied loads. 3.- Vertical load is positive downward. For uplift analysis enter the axial load as a negative value. ftg F40 Template .... . • References: "Foundation Dggigp; • by W. C. Teng: Prentice Hall, 1962 • • • • • • • •.•. • • ...• • .. • • • .•. • .. • • •• .. • •. • • •• • • • "Foundations of Structures" . . by C. M. Dunham Mc Graw Hill Co., 1968 3. User: G2 Consulting Group, Inc. Project: bruzzi Descrip: ftg F40 Engineer: JM Page # Date: 07/16/2015 C:\PROGRA-1 WSOIPBRUZZI.BDT ASDIP v 4.0 CONCRETE SPREAD FOOTING DESIGN www.asdipsoft.com GEOMETRY Footing Width W (X-dir) Footing Length L (Y-dir) Footing Thickness Soil Cover Pier Width (X-dir) Pier Length (Y-dir) APPLIED LOADS MATERIALS 4.00 ft Pier Concrete Strength fc 4.00 ft Footing Conc. Strength fc 1.00 ft OK Steel Yield Strength fy 1.00 ft 1.00 ft 3.0 ksi 3.0 ksi 60.0 ksi SOIL PRESSURES AT CORNERS 0.67 ft Allowable Soil Pressure 2.00 ksf Soil Bearing Pressure S1 1.17 ksf OK Soil Bearing Pressure S2 0.00 ksf OK Soil Bearing Pressure S3 1.17 ksf OK Soil Bearing Pressure S4 0.00 ksf OK S max. / S allowable Ratio 0.58 OK Area in Contact with Soil 99% Selfweight + Soil Cover - Combined Service Loads: Vertical Load P Moment about X-axis Mx Moment about Y-axis My X-ecc./W = 0.168 - Combined Factored Loads: Vertical Load Pu Moment about X-axis Mux Moment about Y-axis Muy Horizontal Load Vu 4.3 kip 5.0 kip 0.0 k -ft 6.2 k -ft Y-ecc./L = 0.000 7.2 kip 0.0 k -ft 9.0 k -ft 0.0 kip SHEAR STRESSES Under -strength o -Factor Effective Depth d 1 -way Shear Vu X -X @ d 1 -way Shear Vu Y -Y @ d Use 1 -way Shear Stress Vu 1 -way Shear Capacity (A/c Shear Perimeter @ d/2 bo Interior Footing , Alfa -s = 40 Pier Aspect Ratio Beta -c 2 -way Shear Vu due to P 2 -way Shear Vu due to Mx 2 -way Shear Vu due to My Use 2 -way Shear Stress Vu 2 -way Shear Capacity (A/c 0.75 0.67 ft 6.77 psi 10.13 psi 10.13 psi OK 82.16 psi 6.01 ft 1.49 10.82 psi 0.00 psi 12.20 psi 23.02 psi OK 164.32 psi LOAD TRANSFER Under -strength a -Factor Concrete Bearing Stress Pub Footing Bearing Capacity a PnI Pier Bearing Capacity o Pnb Minimum As Dowels @ Pier As reqd for Pu and Mu As reqd for Vu @ Pier Use As dowels reqd @ Pier Use a Minimum of 2 Dowels # Required Develop. Length Ldh Ldh Provided into Footing 0.65 0.12 3.31 1.66 0.48 0.00 0.00 0.48 5 9.58 8.38 FOOTING REINFORCEMENT ksi OK ksi ksi int int inz int in in NG Under -strength a -Factor 0.90 As min. Allowable 0.26 Mu at Column Face (X dir.) •..• D•9 As reqd. (X-dir) ••••11.03 • Use As (X-dir) ••••0126 Use 4 Bars # 5 @ 14.4 in (BbWPr. Develop. Length Ld Required • • • i 6.4 Develop. Length Ld Provided • • • • �'•0 Mu at Column Face (X dir.) .... 1.2 As reqd. (Y-dir) : • 0003 Use As (X-dir) • 40.26 Use 4 Bars # 5 @ 14.4 in (Bat.) Develop. Length Ld Required 16.4 Develop. Length Ld Provided 15.0 irk%ft•••• k jt/ft. • inR/fti •.' in2/ft • •• • •• • • • • ir+•Olt• • •• k-ft/ft• ire/ft iw'274 "' • ••• • • • in•• • in NG 0.00 ksf # 5 @ 14.4" (T) # 5 @ 14.4" (B) #5@14.4"(T) #5@14.4"(B) 1.17 ksf 0.00 ksf 4'-0"x 4'-0" 1.17 ksf 1 •• ••• • . • • • •• •i dowels # 5 min • • • • ▪ • • •••••••• • • O Rl 0 0 0 0 • ••• ••• ••• • • • •• • • • • •• • • • ••• • •• • • • • ••• • • • •• • 4. 4 i O • • • -11r-•-••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Footing Thickness = 1'- 0" Soil Cover = 1'- 0" Pier Width = 1'- 0" Pier Length = 0'- 8" Pier Conc. Strength = 3 ksi Footing Conc. Strength = 3 ksi Steel Yield Strength = 60 ksi Allow. Soil Press. = 2.0 ksf G2 Consulting Group, Inc. ftg F40 7.1 BUILDING PPLICATION 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 JUN 17 2016 FBC 20 Master Permit No. RC -9-15-2398 Sub Permit No. ❑ ELECTRIC ❑ ROOFING n REVISION ❑ EXTENSION ❑RENEWAL (PLUMBING ❑ MECHANICAL Li PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATIO {X SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 652 N. E. 105 St. City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#: 11-2231-012-0140 Occupancy Type: Load: Construction Type: Is the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Kiluan, Inc. Phone#: Address: 652 N.E. 105 St. City: Miami Shores State: Florida Zip: 33138 Tenant/Lessee Name: N/A Phone#: Email: CONTRACTOR: Company Name: Joseph S. Robbio, Inc phone#: (954) 663-6743 Address: 9400 S. Meadows Circle City: Miramar stateFlorida Zip: 33025 Qualifier Name: Joseph S. Robbio Phone#: (954) 663-6743 State Certification or Registration #: CBC 059462 Certificate of Competency #: DESIGNER: Architect/Engineer: A & I Associates Phone#: Address: 370 N.E. 101 St. city:Miami Shores State: FI. Zip: 33138 Value of Work for this Permit: $ no additional charges Square/Linear Footage of Work: Type of Work: ❑ Addition IT Alteration ❑ New ❑ Repair/Replace n Demolition Description of Work: Truss Drawings Specify color of color thru tile: Submittal Feel Permit Fee $ CCF $ CO/CC $ Scanning Fee $ - (A. Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ (2 ,_-C) Bond $ //''`�� TOTAL FEE NOW DUE$ 1�Cf iW (Revised02/24/2014) Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) N/A Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. Kiluan, nc. Signature 1 Joseph S. Robbio, Inc. OWNEr AGENT The foregoing instrument was acknowledged before me this Z day of \�UV� r I�XC[122 who is personally known to , 20 I(o , by The foregoing instrument was acknowledged before me this day of 4.)(.) 1'tiL. , 20 1(0 , by (ANS Cpli S Ofig. n, who is,pPrsnnally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: Sign: ��— v Print: LUC°aG 5051 Seal:!;;;'; e�► LUCIA G ISASI MY COMMISSION #FF182628 ..�a; ,,, EXPIRES December 10, 2018 *******5 (' 3 oiuu*** Ad9Nt'ftialyVelshb'e? ***: APPROVED BY (Revised02/24/2014) NOTARY PUBLIC: Sign: Print: Seal: ********************* Plans Examiner ` LUCIA G ISASI -* "i MY COMMISSION #FF182628 ' of ti ,, EXPIRES December 10, 2018 ******** Zoning Structural Review Clerk TABLE OF CONTENTS GENERAL STANDARD ENGINEERING PAGES 1....LATERAL BRACING RECOMMENDATIONS ST-STRGBCK 2...WEB BRACING RECOMMENDATIONS ST-WEBBRACE 3...TRUSS WEB BRACING LETTER 4...SCAB-BRACE DETAIL ST -SCAB -BRACE 5... T-BRACE/I-BRACE DETAIL W/2X BRACE ONLY .ST -T -BRACE 2 6...L -BRACE DETAIL ST- L BRACE 7....OPEN JACK & CORNER HIP RAFTER DETAIL ...ST -CORNER SET 8...LATERAL TOE -NAIL DETAIL ...ST -TOENAIL 9...UPLIFT TOE -NAIL DETAIL ST -TOENAIL -UPLIFT 10...LATERAL TOE -NAIL DETAIL ST -TOENAIL SP 11...TRUSSED VALLEY SET DETAIL ..ST-VALLEY3 �- + 12...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL..ST-PIGGY-ALT 13...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR) 14...STANDARD GABLE END DETAIL ..ST-GE170-SP 15...STANDARD GABLE END DETAIL ST-GE170-D-SP 16...STANDARD GABLE END DETAIL SHEET 2 17...BEARING BLOCK DETAIL ST-BLCK1 18...BEARING BLOCK DETAIL ST-BLCK2 . • ....... . .. . . . .. • ... .. . .. .. • ... . .... . .. . . . . . .. . . . .. .. . . . .. . • ... . • .. . ... . • • . . • .. • ... . ... .. ... .. .. .. • • CARL G. FORBES, PE 555 S. POMPANO PKWY POMPANO BEACH, FL X3069 LICENSE NO: 20699;,x' (954) 682-6651 %`/"= `ly. c z n Symbols PLATE LOCATION AND ORIENTATION —� -4-11/4" Center plate on joint unless x, y offsets are indicated. Dimensions ore in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16" For 4 x 2 orientation, locate plates 0-'h!' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scole) 2 TOP CHORDS 3 8 BOTTOM CHORDS 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ER -5243, 9604B, 95-43, 96-31,9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907, 9432A 5 © 2006 MiTek® All Rights Reserved PpW R Tri PRFQRM,"' MiTek Engineering Reference Sheet: MII-7473 rev. 10-'08 j General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addilionol slobiily bracing for truss system, e.g. diagonal or X-brocing. is olways required. See BCSI. 2. Truss brocing muss be designed by on engineer. For wide truss spacing. individual loterol broces taemsel.es moy require bracing. or altejrrp�ppfive,T. I. or ERkjjrlPlcy • bracing should be considgred. • • 3. Never exceed the design poding down or t rllRr:r• slack moleriols on inodegeotety braced trusses. • 4. Provide copies of this trussigsigrajo the building • • designer. erection supervisor, property owner on . all other interested parties. • • • • 5. Cut members to beor tightly otti% each 44/4... •••• • • 6. Ploce plates on each face of truss of each joint and embed fully. Kno1%1511 $r8ne of joint • locations ore regulated by•Vii T'l.1. • . • • • • 7. Design assumes trusses will be tuifolly protect! Rem the environment in occorq withAjJ 1/TPI I. •••• • • 8. Unless otherwise noted, moisture content of KA-RAI* shop not exceed 19% ot time of fabrication. 9. Unless expressly noted. this design is not opplicoble for use with fire retardant, preservolive treated. or green lumber. • • • • • • • ••••• • • • • •••v•• • • • .• ••••••• 10. Comber iso non-structural consideration and is the responsibility of truss fabricator. General proclice is to comber for dead load deflection. 11. Plate type, size, orientation and locotion dimensions indicated ore minimum plating requirements. 12. Lumber used sholl be of the species and size, and in of respects. equol to or better than that specified. 13. Top chords must be sheothed or purlins provided of spocing indicated on design. 14. Bottom chords require lateral brocing of 10 It. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cul or otter truss member or plate without prior opprovol of on engineer. 17. Install and food vertically unless indicated otherwise. 18. Use of green or treated lumber moy pose unocceptoble environmentol. heolth or performonce risks. Consult with project engineer before use. 19. Review oli portions of this design (front. bock. words and pictures) before use. Reviewing pictures olone is not sufficient. 20. Design ossumes manufacture in accordance with ANSI/TPI 1 Quality Criterio. FEBRUARY 8, 2008 L LATERAL BRACING RECOMMENDATIONS I ST-STRGBCK MiTek USA, Inc. MiTek USA,. Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 12x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY•MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131'x 3") ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131" x 3") INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) . ATTACH TO VERTICAL j WEB WITH (3) - 10d NAILS (0.131"x 3") BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) • 10d NAILS (0.131" x 3") IN EACH CHORD ATTACH TO CHORD WITH TWO #12x3" WOOD SCREWS (.216" DIAM.) i USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS • (0.131"x3") ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0,131'x3") INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSSI 4-0-0 2x6 I WALLr BLOCKING STRONGBACK I (TYPICAL SPLICE) (BY OTHERS) `(BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHEQS. NEICE€SPORki. USE A 4'-O" LONG SCAB CENTERED 011THE Sj'LIC,�:AtQD:ONto SVITH (12) - 10d NAILS (0.131" x 3") EQUALLY•SPAC•,ED. • • • • • • • ALTERNATE METHO[! OF'$PLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ON 'I• M II STRO !3 .W aCK IS Naz ALIGNED WITH A VERTICAL) • •• • •• • • • •• • ••• • •• • 00* • • • • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 110 000 • • • 000 • • MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE I -I Pvf1 i C.--- 1-:=1 .1=7-J L......... -1 C=.7311 MiTek USA, Inc. .1 MiTek USA, Inc. Page 1 of 1 BRACE BAY SIZE 10,-0' 12'-0' 16'-0' 18'-0' 20'-0' MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BR A 1610 1342 1150 1006 894 805 24"O.C. ACING MATERIAL TYPE B C D 1886 1572 1347 1179 1048 943 48"O.C. 72" O.C. 1886 2829 1572 2358 1347 2021 1179 1768 1048 1572 943 1414 BRACING MATERIAL TYPE A 1 B , C D BRACING MATERIAL TYPE C I D "Bay size shall be measured in between the centers of pairs of diagonals 1886 2829 TYPE BRACING MATERIALS 1 X 4 IND. 45 SP A . -OR- 1 X 4 82 SRB (OF, 1 -IF, SPF) B 2 X 383, STD, CONST (SPF, DF, HF, OR SP) C 2 X 4 113, STD, CONST (SPF, DF, HF, OR SP) D 2 X 6 83 OR BETTER (SPF, DF, HF, OR SP) GENERAL NOTES 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIEO PROFESSIONAL 2. THESE CALCULATONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL ANO SHALL BE INSTALLED 114 SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END ANO EACH INTERMEDIATE TRUSS WITH 2.84 (0.131'42.51 FOR 144 BRACES, 2-104 (0.131'x 3') FOR 24 end 244 BRACES. AND 3-104 (0.131'431 FOR 246 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 284 (0.131'X2.5') NAILS FOR 144 LATERAL BRACES, 2.10d (0.131'0') NAILS FOR 243 and 244 LATERAL BRACES. AND 3.10d (0.131'431 FOR 2,6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN A40 INSTALLATION OF BRACING. CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO 600D PRACTICE FOR RANDLING, INSTALLING a BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA end TRUSS PLATE INSTITUTE. www.sbc iduelry.tom 80d wwwipinel.org 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FORA SPACING OF 24' O.C. ONLY. MITER 'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C ANO D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE • �.. rIZE CONTINUOUS LATERAL �.-L,...--•- RESTRAINT This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. 2-10d NAILS (SEE NOTE 4) TRUSS WEB•• • • • • ;• ••• •• MEMBERS • • • • • • • • •• • • • •• ••• •• • • ••• • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • •• • ••• • •• • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • • •• • • • •• •• • • ••• • • • ••• CARL G. FORBES, P.E. 555 S. POMPANO PARKWAY POMPANO BEACH, FL 33069 FL. LICENSE NO. 20699 (954) 682-6651 March 16, 2016 To who it may concern: Re: TRUSS WEB BRACING CUSTOM TRUSS For any of the trusses designed by this office, where 1x4 lateral bracing is called for on the engineering sheets, the following may be substituted: If one brace is called for, 1x4 "T" or "I", Hem Fir or Southern Yellow Pine may be used with 8d nails at 8 inches o.c. If two braces are called for, 2x4 "T" or "I" Hem Fir or Southern Yellow Pine may be used with 12d nails at 8 inches o.c. In all cased, the "T" or "I" brace must be installed and centered along at least 90% of the length of the web. Please let me know if 1 can be of any further assistance. Very.:truly, yours, Carr G. Forbes, P.E.: • LiceDse 14o:20699 • • . . • • . . .. ... .. . . . .. • ... . ... . . • .. . . . . • .. • . . . .. • ... • . . .. . ... . • .. . •••. • • • • • • • • • • • • • • ••• • • .. .•• .. • • . ••• • • • • • • • JANUARY 1, 2009 CIE. (R1 11 l C=.7.==-1 MiTek USA, Inc. SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". "' THIS DETAIL IS NOT APLICABLE WHEN BRACING IS '"' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. SCAB BRACE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails Section Detail Scab -Brace Web Scab -Brace must beAarrq,pppcips grade (qr better) as web member. .. . . . • . • .• . . .. ... .. • . . .. . ... . ... . • .. • • • . . .. . • . .. . .. • • • .. . ... . .. . • • • • • • ... • • • • • ... • • • • .. .. • • • .. .. • • • 4 • 000 • • August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 I I I 1 =I MiTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs: Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -lily's Nail to Both Plies) WEB Nails SPACING T -BRACE Nails Nails —. Web ----•- Nails-7 r� Section Detail T -Brace -Brace Web Size 2x3 or 2x4 2x6 MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2x4 T -Brace 2x6 T -Brace 2 2x4 I -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x8 2x6 T -Brace 2x8 T -Brace 2x6 I -Brace 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. .• • • • • . •.• •• • • • • • • • . .. . • . .. ... .• . . .•• . .•. . • . . . • • . . . • . . • . . • . . • • .. . • . . . .. • . . •• • •. • . •. • ••• • • • • •.. . • • • • • . • • . ... • • • • • . •• •• • . • • • ••• • • ••• • • • • • • • • •• • • ••. JANUARY 1, 2009 CI; MiTek USA, Inc. L -BRACE DETAIL i ST - L -BRACE Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4or6 10d 8"o.c. 2x4, 6, or 8 1 6d 8" o.c. Note: Nail a ong entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. Nails Section Detail - L -Brace Web •• ••• • • • • • •• • • • • • • • • •. ••• •• • • • •• L -Brace must be same sppcesgrade (or lett as AA; n tuber. .• • • • ..•• .•. . • • • . .• . • • .• • •• • •• •• •• . •.. . • .• . ••• • . • • •.• • . •• •. •• • • •• •• • ••. • . • •• . • • •. • •••• •• • . • . • •.• . • • •• ••. • • • • • • •• DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 "' 2x6 1x6 1 '*' 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE. "' DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *" 2x6 2x6 '" 2x8 2x8 *.. "' DIRECT SUBSTITUTION NOT APLICABLE. JANUARY 22, 2013 OPEN JACK AND CORNER HP CORNER DETAIL ST -CORNER SET I I r'rni LwLia MiTek USA, Inc. Open End Jack PITCH MAX8.00 12 MIN 4.00 12 3x4= SPAN (8-0-0 MAX) Max. overhang: 2-0-0 PITCH MAX 5.86 12 MIN 2.63 12 Hip Comer Plate covers 1-1/2" min. 3x10= .overbearing +SPAN (11-3-12 MAX) Min. heel helgth: 0-3-15 Max. overhang: 2-10-0 A B c D SQUARE CUT Connection at A 9 0E VIEW �"Ni ILa NEAR SIDE --, FAR SIDE NEAR 991E Connection at C 910E VIEW Pal 2 NAILS NEAR SIDE FAR SIDE NEARSIDE 10d (0.131" x 3") nails TYPICAL CORNER FRAMING 20C TRUSSES — HIP GIRDER A Lumber. SPF MSR 2100 1.8E min. top chord required for top chord slopes between 5.01/12 and 8/12. SPF No. 2 min. top chord slopes between 5/12 and 4/12. SPF No. 2 min. bottom chord. SYP No. 2 or better for comer rafter. Plates: All plates are MT20 Installed on each face per TPI 1. MiTek USA, Inc. Page 1 of 1 Connection at D Connect top of comer Hip with (3) 10d (0.131" x 3") toenails Into top chord of hip girder. Attach 12" 2x6 SYP No. 2 block with two rows of 10d (0.131" x 3") nails spaced 3" oc. Use a min 3" member end distance Connection at B 45 DEGREE ANGLE BEVEL CUT SIDE VIEW RA) 2 NAILS 10d (0.131" x 3") nails Wind loading: Deflection: Basic wind speed is 170 MPH - ASCE 7-10 Exposure category B or C. Occupancy category II 8 psf top chord dead load. 4.2 psf bottom chord deed load. 25' roof height. MWFRS Directional / C -C Hybrid Enclosed building (Cond. I) Duration of load is 1.60 Truss LL- U360. TL -11200 • • • • • • • • • • • • • • • • • • • • • • Loading: Duration of load is 1.2S • 30 psf top chorA live Idtd • 15 psf top chord deal Toad 0 psf bottom chord live Toad 10 psf bottom chord dead load 10 psf non-copcur ept bottom chord live load Conforms to: IRC 20E0/200,/2006/2009/f0120 • IBC 20404042606/200%(;012 • • • • • •• • ••• • • •• ••• • • • •• • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • • •• •• • ••• • • • ••• March 4, 2013 LATERAL TOE -NAIL DETAIL ST -TOENAIL I I ,====.u cum MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT] VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity .00° \ U2 U2 \ N --4-5-; -G REL CUTEE ANGJE- 45.00° E SIDE VIEW (2x3) 2 NAILS 45.00° SIDE VIEW // (2x4) /3 NAILS` ;•i NEAR SIDE • .! • NEAR SIDE • • NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY• •' • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • 0 • ••• • • SIDE VIEW S DE VIEW 32 NAILS 2 NAILS NEAR SIDE FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS 1 NEAR SIDE - ----i FAR SIDE 1 NEAR SIDE -\+ FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE cg TOE -NAIL SINGLE f DIAM. SP I SHEAR VALUES DF PER NDS 2005 (Ib/nail) E HF SPF SPF S r3.5' LONG I .131 88.1 .13593.5 80.6 85.6 69.9 F 74.2 i 93.9 68.4 72.6 91.9 59.7 63.4 80.2 .162 ~ 118.3 108.3 L3.25" LONGI .128 84.1 76.9 66.7 65.3 57.0 ,131 .148 88.180.6 106.6 - 97.6 1 69.9 84.7 68.4 82.8 59.7 72.3 L 3.0" LONG, .120 .128 73.9 84.1 67.6 76.9 58.7 66.7 57.4 65.3 50.1 57.0 .131 88.1 80.6 69.9 68.4 59.7 .148-I. 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity .00° \ U2 U2 \ N --4-5-; -G REL CUTEE ANGJE- 45.00° E SIDE VIEW (2x3) 2 NAILS 45.00° SIDE VIEW // (2x4) /3 NAILS` ;•i NEAR SIDE • .! • NEAR SIDE • • NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY• •' • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • 0 • ••• • • SIDE VIEW S DE VIEW 32 NAILS 2 NAILS NEAR SIDE FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS 1 NEAR SIDE - ----i FAR SIDE 1 NEAR SIDE -\+ FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE cg March 4, 2013 UPLIFT TOE -NAIL DETAIL ST -TOENAIL UPLIFT; MiTek USA, Inc. NEAR SIDE SIDE VIEW THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NEAR SIDE FAR SIDE -J H z w J z TOP PLATE OF WALL 0.00° MiTek USA, Inc. Page 1 of 1 END VIEW 1" FOR 3" NAIL 4 1-1/16" FOR 3.25" NAIL 1-3/16" FOR 3.5" NAIL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOL for wind) = 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ib/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 lbs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL .. • • • • • ••• •• • •• • • • • • • • ••• • • • • • • • • • • • • • • • •• • • • • • • •• • • •• • ••• • • • • • • • • • • •• •• • • • • • ••• • • • • • ••• • • • • • • • • • • • •• •• • • • • • ••• TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S 3.5" LONG .—.131 59 ----,_- 46_.— 32 30 20 .135 60 48 33 30 20 .162 72 58 39 37 25 3.25" LONG .128 54 42 28 27 19 .131 55 43 29 28 19 .148 62 48 34 31 21 it 3.0' LONG ._.,120___ .128 -_51----- 49 ___n_______u_______ 38 26 26 , 17_.___I 17 25 .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOL for wind) = 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ib/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 lbs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL .. • • • • • ••• •• • •• • • • • • • • ••• • • • • • • • • • • • • • • • •• • • • • • • •• • • •• • ••• • • • • • • • • • • •• •• • • • • • ••• • • • • • ••• • • • • • • • • • • • •• •• • • • • • ••• JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST -TOENAIL SP I 1 MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY \ \ VARY FROM 30°T0 60° 45.000 •• .•• • • • • • • .•• ANGLE MAY VARY FROM 30 ° TO 60 ° 1 THIS DETAIL APPLICABLE TO THE I THREE END DETAILS SHOWN BELOW • .\� •• • • \, •• ••• •• • • •• \ • ••• • • • • • • • • • • •• . . • • •• • .• • ••. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS SIDE VIEW (2x4) 3 NAILS • • • • • • • • • . • • •• • • • • • • •. • ••. • • • • ••. • • • • • • • • • ••• • • • • • • • • • •• •. • • • ••. • • • ••• • • • • •• • NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°T0 60° 45.00° TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SP DF HF SPF SPF -S 3.25" LONG 3.5" LONG .131 88.0 80.6 69.9 68.4 59.7 _.135 __ .162 - _93.5 _ _ . _ 108.8 ---- _ 85.6_ _ 99.6 _ 74.2 _ 86.4 72.6 84.5 63.4 _ - 73.8_- .128 74.2 67.9 58.9 57.6 50.3 ___131 _ .148 75-9 _ 81.4 -_- 69.5____ 74.5 60.3__ 64.6 59.0 63.2 _51.1 - 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY \ \ VARY FROM 30°T0 60° 45.000 •• .•• • • • • • • .•• ANGLE MAY VARY FROM 30 ° TO 60 ° 1 THIS DETAIL APPLICABLE TO THE I THREE END DETAILS SHOWN BELOW • .\� •• • • \, •• ••• •• • • •• \ • ••• • • • • • • • • • • •• . . • • •• • .• • ••. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS SIDE VIEW (2x4) 3 NAILS • • • • • • • • • . • • •• • • • • • • •. • ••. • • • • ••. • • • • • • • • • ••• • • • • • • • • • •• •. • • • ••. • • • ••• • • • • •• • NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°T0 60° 45.00° FEBRUARY 14, 2012 . TRUSSED VALLEY SET DETAIL ST-VALLEY3 I I GABLE END, COMMON TRUSS OR GIRDER TRUSS LALE: MiTek USA, Inc. LIVE LOAD = 30 PSF (MAX) MiTek USA, Inc. Page 1 of 1 DEAD LOAD = 15 PSF (MAX) NOTE: VALLEY STUD SPACING NOT D.O.L. INC = 1.15 TO EXCEED 48" O.C. SPACING ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH ASCE 7-10 (MWFRS) 125 MPH 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" 0.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. P 12 6 7 TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS 8 8 SEE DETAIL • A, B, OR C BELOW (TYP.) 12 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 12/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ ( 2 ) 16d TOE NAILS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS 11 s 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS •• • . • DETAIL B (3/12 PITCH OR LESS) • • . ••• •• • • • • • • • •• • • • • •• • . • • .• ••. •• ••• • ••• • • . • • • • 0 • • •• • • • • Oil./ • • • • • • • • • • VALLEY (24"0.C.) I IlI II iin u 1 Ii i (24" 0 C. ) GABLE no lJonco END, COMMON Tol 100 TRUS: TRUSS 11 I ii n TRUSSES TYPICAL I I II II II 11 l J BASE TYPICAL I 11 II 11 TYPICAL II TRUSS " r VALLEY 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" 0.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. P 12 6 7 TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS 8 8 SEE DETAIL • A, B, OR C BELOW (TYP.) 12 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 12/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ ( 2 ) 16d TOE NAILS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS 11 s 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS •• • . • DETAIL B (3/12 PITCH OR LESS) • • . ••• •• • • • • • • • •• • • • • •• • . • • .• ••. •• ••• • ••• • • . • • • • 0 • • •• • • • • Oil./ • • • • • • • • • • STANDARD PIGGYBACK FEBRUARY 14, 2012 1 TRUSS CONNECTION DETAIL !_i L_-_--7 L___ G._I MiTek USA, Inc. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0.131' X 3.5" TOE NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. D - 2 X X 4'-0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 126 MPH - 160 MPH ADD 9" x 9" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) A — ST -PIGGY -ALT MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE : 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. ■ — B C WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection / detail only. Building Designer is responsible for all 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. AT permanent bracing per standard engineering practices or EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d (0.113" X 2") NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM M CHORD EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131' X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VEADICAL•WEB6 OF PIDGYBACK AND BASE TRUSS.) ( INIMUM4)• • • • • • • 3) THIS CONpI Cyal11 ISiONLY sl4l.JD PPR A MAXIMUM CONCENTRATED (WOAD OF 411100&LBS 01.15). REVIEW BYA QUAtIfIEOtIEGINEER IS RLO I ED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES�PCARRYING GIRDER LOADS, 13NCi1�7TRATEOF D t OAD ST BgngPI�E TO BOTHTAUS§ TO ' BASE TRUSS. • ThtE PIGGYBACK /#ID TI -IE BASETRUSC DESIGN. •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FEBRUARY 14, 2012 • MITek USA, Inc. STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR) ST -PIGGY -PERP. MITA USA, Inc. Page 1 of 1 • MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS): WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERWG DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. • PIGGY -BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT! UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER; IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) - 16d (0.131" X 3.5") NAILS TOENAILED. NEAR SIDE -‘71 FAR SIDE 11t FLAT TOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPUFT AT CONNECTING POINT. •. • . • . • •.• •• • • • • • • . • .. • • • .. ••• .• • • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • •• • ••• • •• • ••• • • • • .••- • • • • • • . • • ••• • • • • • • • • • • • •�.. •• • • • • •• •• • 1 • ••• • • • ••• May 24, 2012 Standard Gable End Detail ST-GE170-SP X11l_ _._JAI �) -,�--- r Gnu, 11�---it-----� MiTek USA, Inc. DIAGONAL BRACE 4'•0" O.C. MAX Typical 2x4 L -Brace Nailed To 2x4 Verticals W/10d Nails, 6" o.c. Vertical Stud .40(r SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 \\J Varies to Common Truss I I l 3x4 = -41 ____..._...__...._.___ —__ G = • -- \ (4) Sd NAILS MINIMUM, PLYWOOD !///!/!r/!/%!///////////// .I��'\ SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing 9 * * - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 24" Max Roof Sheathin 1. MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. ' '— 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND I WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MiTek USA, Inc. Page 1 Vertical Stud (4) - 16d Nails (2) - 10d Nails into 2x6 SECTION A -A 2X6 SP OR SPF No. 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. 2X6 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 2x4 Verticals w/(4) -10d Nails 2X4 SP OR SPF No. 2 SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. Diag. Brace at 1/3 points if needed Minimum Stud Size r Species and Grade Stud Spacing Without Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRAGS AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 2x4 SP No. 3 / Stud 12" O.C. 16" O.C. 4-0-1 3-7-10 6-2-9 5-4-9 8-0-1 7-3-5 l 12-0-2 10-10-15 2x4 SP No. 3 / Stud 24" O.C. 3-0-3 4-4-11 6-0-6 9-0-9 2x4 SP No. 2 12" O.C. 4-2-9 6-2-9 8-2-5 12-7-12 2x4 SP No. 2 16" O.C. 3-9-15 5-4-2 7-7-14 I 6-8-5 J 11-5-14 2x4 SP No.2 24" O.C. 3-4-2 4-4-11 10-0-7 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten Tsnd 1 braces•to narrow.edee • - of diagonal brace with 10d nail:6in o.c., $vital al r, iniQtuCti • •• end distance. Brace must cover.90% ofdiagorial length.• • • • • T or I braces must be 2x4 SPF48. 2.caPT“ 2' • • • • • • • Max. End Wall MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B or C ASCE 7-10 170 MPH • • • • l. STUD DELIGI S! BASED%1 C401APONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 • • CONNECiION4DF BRAOINO ISNBACED ON MWFRS. •• • • • • • N • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ! /(2) - 10d NAILS TTrus" -s @ 24" o.c. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. --- HORIZONTAL BRACE (SEE SECTION A -A) MAY 24, 2012 1 MiTek USA, Inc. DIAGONAL BRACE 4'-0" O.C. MAX Standard Gable End Detail ■ Aireillte AV% Are "A: Typical 2x4 L -Brace Nailed To 2x4 Verticals W/10d Nails, 6" o.c. Vertical Stud v SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 v Varies to Common Truss Vertical Stud \� (4) - 16d Nails (2) - 10d Nails into 2x6 SECTION A -A SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA 3x4 = ///////%%///lI/////w4 w.11 it - Diagonal Bracing Refer to Section A -A NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. * 9r - L -Bracing Refer to Section B -B 24" Max ST-GE170-D-SP MiTek USA, Inc. Page 1 2X6 SP OR SPF No. 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. 2X6 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 2x4 Verticals w/(4) -10d Nails 2X4 SP OR SPF No. 2 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathing / \ 2Trus8 - s @ 24" o.c. ,(2) - 10d NAILS Diag. Brace at 1/3 points if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. _3 / Stud 2x4 SP No. 3 / Stud O._C. 16" O.C. _3-9-7 3-4-12 5-8-8 6-11-1 _ 11-4-4 __ —10-2-3 _ 4-11-15 — _ 6-9-8 2x4 SP No. 3 / Stud 24" O.C. 2-9-4 4-0-7 5-6-8 8-3-13 2x4 SP No. 2 12" O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No. 2 16" O.C. 3-7-7 4-11-5 6-11-1 10-10-5 2x4 SP No.2 24" O.C. 3-1-15 4-0-7 6-3-14 9-5-14 * Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and 1 braces to narrow edge of diagonal brace with 10d nails 61n o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE D ASCE 7-10 170 MPH I STUD DESIGN IS BASED ON COMPONENTS AND CiADDIIIG. DURATION OF LOAD INCREASE :1.60 I CONNECTION OF BRACING IS BASED ON MW FRS• • • • End Wall /,, 2x6 DIAGONAL BRACE SPACED / / 48" O.C. ATTACHED TO VERTICAL WITH / \ (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. — — -- HORIZONTAL BRACE •• • • • • • ••• •• • • • • • • • • • •• • • • •• ••• •• ••• • • • • • • • • • • •• • • • • • • • •• • • • • • • ••• • • • • • • • • • • •• •• • • • ••• • ••• (SEE SECTION A -A) ••• • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • •• •• • • • • ••• FEBRUARY 14, 2012 Standard Gable End Detail ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. • SHEET 2 MiTek USA, Inc. Page 2 of 2 i i, i I I Ii 1 HORIZONTAL BRACE \ 2x6 DIAGONAL BRACE SPACED 48O.C. i (SEE SECTION A -A) \ ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing —i \ \ TO BLOCKING WITH (5) - 10d COMMONS. r \ . I . 1-3" I .11. / Max .' .... IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR ; I I NAIL DIAGONAL BRACE TO TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT 1 ! i .' THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE ,, i , , !I - PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE / ...: ! MAY RESULT FROM THE BRACING OF THE GABLE ENDS I P.: j .. f 1 -1> , • i.:, . . .. , , 2X 4 PURLIN FASTENED TO FOUR TRUSSES i ! i WITH TWO 16d NAILS EACH. FASTEN PURLIN ,' TO BLOCKING W/ TWO 16d NAILS (MIN) rt : ' .'"q Diag. Brace - f.:*. '.-:.:, ii Al - , I PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points . „-SUPPORTING THE BRACE AND THE TWO TRUSSES I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING i if needed ii, • - .11 TO TRUSSES WITH (2) - 10d NAILS AT EACH END. .. .. ...: , /ie.i , ATTACH DIAGONAL BRACE TO BLOCKING WITH ,. ,1 (5) - 10d COMMON WIRE NAILS. • ...,-,.. . •:..1.:;•..#:tr:.•.r.::.1.1 ••... : -- - -- - --- CEILING SHEATHING End Wall BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES _ STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3) NAILS SPACED 6" O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02. 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. • ./ • STRUCTURAL „ GABLE TRUSS • SCAB ALONG VERTICAL ' •••- • STRUCTURAL GABLE TRUSS : • INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE : THIS DETAIL IS TO BE USED ONLY FOR , STRUCTURAL GABLES WITH INLAYED ' STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. 1 • 10 ii, • • 4- • ,• 4 • • • • • • 0. .4; ; • ; ; • • c-..-•-• • •STANDARD • • ,. • • • • I • -.*•'••• •• •GAgti TRUSS • i l • • • : & i', • • 0'. • • ? I. • • • ' • • •••• 1 1 .1j.,:-: ..,.. ----7 :.:F1 ..-• •-• • '41-) ; • • • • li:i• ' ::.....,i' '., •, • '' • • • • • • • —•—ur- -41-41' • • • • • • •• • • • • •• " ' •••• • • • • • • • • • • • • • • • • • • • • • • • • • 0 4, • • 0 • • • • • • • 0 • • • • • 0•0 • • • • • • 0 • • • • • • • • • • • • • • • • • • • • • March 4, 2013 BEARING BLOCK DETAIL ST-BLCK1 FV. 1[ MiTek USA, Inc. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE MiTek USA, Inc. Page 1 of 1 BOTTOM CHORD SIZE AND NAILING PATTERN LUMBER GRADE ALLOWABLE REACTION (Ib) * BEARING BLOCK ALLOWABLE LOADS BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD 2ROWS @3"O.C. (8 TOTAL NAILS) SP 2966 975 3941 0-4-10 DF 3281 892 4173 0-4-7 HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 2x6 BOTTOM CHORD 3 ROWS @ 3" O.C. (12 TOTAL NAILS) SP 2966 1462 4428 0-5-3 DF 3281 1338 4619 0-4-14 HF 2126 1159 3285 0-5-6 SPF 2231 1131 3362 0-5-4 2x8 BOTTOM CHORD 4 ROWS @ 3" O.C. (16 TOTAL NAILS) SP 2966 3281 1950 1784 4916 5065 0-5-12 0-5-6 DF HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0-5-13 4" MINIMUM HEEL HEIGHT CASE 1 1....1f2= BLOCK BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.131" DIAM. x 3") FOR BEARINGS NOT NEARER THAN 3" TO THE END W OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 12' BLOCK —► •• • • • • • ••• •• • • • • • . • • • •• • • • •1 ••• .• • • ••• • •••r • • • • • • • • • • • • • • 4 • • • • • • •• • • • •• •• •• • 44 • •• • ••• • •• • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• • i • ••• • • • ••• March 4, 2013 BEARING BLOCK DETAIL ST-BLCK2 1--------..•-1 L_JL --J MiTek USA, Inc. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES MPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. MiTek USA, Inc. Page 1 of 1 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE AND NAILING PATTERN LUMBER GRADE ALLOWABLE REACTION (Ib) * BEARING BLOCK ALLOWABLE LOADS BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD 2ROWS @3" O.C. (8 TOTAL NAILS) SP 4661 975 5636 0-6-10 DF 5156 892 6048 0-6-7 HF 3341 772 4113 0-6-12 SPF 3506 754 4260 0-6-11 2x6 BOTTOM CHORD 3 ROWS @ 3" O.C. (12 TOTAL NAILS) SP 4661 1462 6123 0-7-3 DF 5156 1338 6494 0-6-15 HF 3341 1159 4500 0-7-6 SPF 3506 1131 4637 0-7-4 2x8 BOTTOM CHORD 4 ROWS @ 3" O.C. (16 TOTAL NAILS) SP DF 4661 5156 1950 1784 6611 6940 0-7-12 0-7-6 HF 3341 1545 4886 0-8-0 SPF 3506 1508 5014 0-7-14 4" MINIMUM HEEL HEIGHT ;CA -SE 1 1.412' BLOCK BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.131" DIAM. x 3") FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP•=S6.5,P4 • • • • •• D = 625'p I+• Hr.=4Qf'ipsi • • • ••• • SP•F•'=4f pst•• . • • •• NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. • ••• • ••. • • • • • • • • , • • • • • • • • • • • ,• • • • • • •• • • • •• • •• . • • •• • ••• • •• • ••• • • • • ••J • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CUSTOM TRUSS 1890 W. ATLANTIC AVE DELRAY BEACH, FL 33444 954-786-8800 General Truss Engineering Criteria & Design Loads Project Information: - — Customer: JOSEPH S. ROBBIO, INC Job Number: 1160421 City, ST, ZIP: MIAMI SHORES, FL Building Code and Chapter: FBC2014/TPI2007 Computer Program Used: I MiTek Version: 7.64 Feb 22 201 ✓ „ i5 Gravity: 55.0 psf ROOF TOTAL LOAD Gravity: N/A Wind 175 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes a Truss Index Sheet and ***individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of Professional Regulations. No PAY t 0'2016 1 Date 05/20/16 Truss ID# Al 2 05/20/16 A2 3 05/20/16 111 4 05/20/16 V2 5 05/20/16 V3 6 05/20/16 V4 7 05/20/16 V5 8 05/20/16 V6 ••••••• . .. .. • • •. • • .. .•• .. . ...• • ... •.•. . • • • •. . . • . •• .... • • • .• . .•. • . •. . .•.. . • . • ••• • . • •.• • •.•... • . •.. • ••..... • .... ..• •. . . ••S •• • Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. POMPANO BEACH, FL. 33069 (954) 682-6651 Page 1 of 1 � Qo Iles review is age deprpnt genebt_eamar <enre:n„de:°041 His BMs MOP mew Wee I ,re,:deAM Vag ibrabsa fah ;ee iO11A rMlulraT;�, *AIi!A�IlhadhmAy jQm el ertn Mink re l a* Cf OWN: btaiblIOV maw— o S a"dbftMltw a 1 • lG Job Truss Truss Type Qty PIY BRUZZI RES. ADD 160421 iA,, 1 Scissor 1 e> Job Reference (optional) Custom Trues, Delray Beach, FL 33444 -2-0-0 10-I -3 2-0-0 7-0-0 13-2-0 7-0-0 3.00 FT 3x6 3 6-2-0 5x8 MT2OHS= Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 20 11:24:07 2016 Page 1 ID: vDzgF3b6rhk4El_HhE6tUXzEhBs-SJoTccLQkkAn8NJCSOJ nOklyel<NUFbaTV60zEe 1 c 19-4-0 1 26-4-0 28-4-0 6-2-0 7-0-0 2-0-0 3x6 5 Scale = 1:48.9 Dead Load Defl. = 3/4 in 4x14 10-0-3 7-0-0 10 7x10 MT18HS= 8 2x4 I I 2x4 II 1.50 12 13-2-0 19-4-0 26-4-0 4x14 10-0-3 7-0-0 6-2-0 6-2-0 7-0-0 N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.74 BC 0.55 WB 0.97 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.58 9-10 >546 360 Vert(TL) -1.32 9-10 >240 240 Horz(TL) 0.43 6 n/a n/a Wind(LL) 0.96 9-10 >329 240 PLATES GRIP MT20 244/190 MT2OHS 187/143 MT18HS 244/190 Weight: 134 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 1-1/2x2-0/16 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1628/0-8-0 (min. 0-1-8), 6=1628/0-8-0 (min. 0-1-8) Max Horz 2=128(LC 8) Max Uplift2=1223(LC 12), 6=-1223(LC 12) Max Grav2=1680(LC 19), 6=1680(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-2113/1351, 2-3=-6997/4818, 3-20=-5896/4072, 4-20=-5838/4085, 4-21=-5838/4069, 5-21=-5896/4057, 5-6=-6997/4845, 6-22=-2117/1359 BOT CHORD 2-10=-4508/6750, 9-10=-4536/6790, 8-9=4600/6790, 6-8=4572/6750 WEBS 3-10=-195/287, 3-9=-1301/1024, 4-9=-1342/2185, 5-9=-1301/1051, 5-8=-195/285 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1)1-0-0 to 13-2-0, Exterior(2) 13-2-0 to 16-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=1223, 6=1223. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • •• •• •• • • •• • •• • •••• •• •• •• • • • • • •• • • • • • • • ••• •• • • • ••• •• ••• • • • ••• • • • CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682.6651 Job Truss Truss Type Qty Ply BRUZZI RES. ADD 160421 A2 Common ,.1 1 V Job Reference (optional) ustom Truss, Delray Beach, FL 33444 10-0-0 7-0-0 7-0-0 13-2-0 Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 2011:24:07 2016 Page 1 ID:vDzgF3b6rhk4El_HhE6tUXzEh8s-SJoTccLQkkAn8NJCSg8JngFLcvcYtx_Fb 6BzEe1c 6-2-0 5x6 = 19-4-0 26-4-0 6-2-0 7-0-0 Scale = 1:42.8 Dead Load Def1. = 3/8 in 3x8 = 10-0-0 7-0-0 7-0-0 Plate Offsets (X,Y)-- (1:0-0-0,0-0-10), [5:Edqe,0-0-101 9 1.5x4 II 10-0-0 8 7 5x8 MT2OHS= 3x8 = 13-2-0 16-4-0 3-0-0 3-2-0 3-2-0 17-5-1 I 19-4-0 1-1-1 1-10-15 6 1.5x4 II 26-4-0 3x8 = 10-0-0 7-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.96 BC 0.66 WB 1.00 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.31 6-7 >999 360 Vert(TL) -0.71 7-9 >447 240 Horz(TL) 0.15 5 n/a n/a Wind(LL) 0.52 7-9 >612 240 PLATES GRIP MT20 244/190 MT2OHS 187/143 Weight: 111 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1448/0-8-0 (min. 0-1-13), 5=1448/0-8-0 (min. 0-1-13) Max Hoz 1=-90(LC 10) Max Upliftl=-1030(LC 12), 5=-1030(LC 12) Max Grav1=1547(LC 19), 5=1547(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-16=-4375/3114, 2-16=-4309/3130, 2-17=-3193/2364, 3-17=-3135/2376, 3-18=-3135/2376, 4-18=-3193/2364, 4-19=-4309/3130, 5-19=-4375/3114 BOT CHORD 1-9=-2906/4157, 8-9=-2906/4157, 7-8=-2906/4157, 6-7=-2906/4157, 5-6=-2906/4157 WEBS 3-7=-553/919, 2-7=-1266/1020, 4-7=-1267/1021 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; B=450; L=26ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-01013-2-0, Exterior(2)13-2-0 to 16-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1030, 5=1030. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and' h" gypsum sheetrock be applied directly to the bottom chord. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • •• • ••• • • • • ••• • • • •• •• •• • • • • • • •• • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • ••• • • CARL G. FORBES FL LIC. NO: 20699 555 5. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682-6651 Job Truss Truss Type . Qty PIY BRUZZI RES. ADD 160421 VFi\ \V1 Valley 1, 1 Job Reference (optional) ustom I russ, uelray Heaah, 13-3-7 2-0-0 Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 20 11:24:08 2016 Page 1 ID:vDzgF3b6rhk4El_HhE6tUXzEh8s-wWMrpyL2V2IeIWu0?YgYKtnitJ58cdpPgEC2eSzEe1 b 4-0-0 2-0-0 3.00 12 2 3>t4 = 2-0-0 Scale = 1:7.4 $• • • • • • •"*.o 4� i * * *�����W�����WWWW���W�i�iW0 � hi i • iiii • iiiivi�i� iv�i�i�i�Ni�i�iK i�iMA�i�i�iOONC aow. 'MiO ��i��i"i ♦OiOiiO�iri�i� .444.44••••••••••••.••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••p•�••r•••• i�•�•�•�•�•� �� f�����ri�������������*�� :44" i�A�i�i�i�i�i� iii'' fititAAA �i�i�00041610e, 44SS iU4: 0: 44:4: i i i:i:iii:i:i:iii iii i�i�i�i�i'i'i'i�i�i�i�i * i�i�i iii i�i�i i�i�i�i�i i�i�i i�i�i'i�i�i'�ri%i' iii�i�i�i�i i0:* i Job Truss Truss Type �,� Qty Ply BRUZZI RES. ADD 160421 V2 Valley 1 Job Reference (optional) 12-5-15 4-0-0 Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 20 11:24:08 2016 Page 1 I D:vDzgF3b6rhk4El_HhE6tUXzEh8s-wWMrpyL2V21eIWuO?YgYKtnfIJ?JcdpPgEC2eSzEe1 b 8-0-0 4-0-0 3.00 12 T1 4-0-0 Scale = 1:14.4 3x4 = T2 3 B1 •'i'i'i'i'i'i'i'ii'�'i'i'i'i'i i'i'i'i'i'i'i'i'i'i'i'i ''i 'i''''''i'i...,,.• •••'•'i'i'0i'i''i'i�'i'i'i'i'i'i'ii'i'�i'i'i'i'i'i'i'i'i. A 4vi"v.104. .0000. 74'Pi'ii'i o''i"i'i'i''.'.• • •i'i'ii'i'i'i'i'i'iigib 3x4 ; 12-5-15 8-0-0 3x4 8-0-0 Plate Offsets (X,Y)-- (2:0-2-0,Edge) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.39 BC 044 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.01 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=310/8-0-0 (min. 0-1-8), 3=310/8-0-0 (min. 0-1-8) Max Horz1=20(LC 11) Max Upliftl=-220(LC 12), 3=-220(LC 12) Max Grav1=331(LC 19), 3=331(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-614/826, 2-3=-614/826 BOT CHORD 1-3=-742/562 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-9-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)1=220, 3=220. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • ••• • • • • •• •• •• • • •• • •• •• • .. • •• • •• •• •• •• •• • • • •• • • •••• •• • • • • • •••• •. ••• • • • •• ••. • • CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 6824651 Job Truss Truss Type . CO PIY BRUZZI RES. ADD 160421 , V3_ Valley 1 1 Job Reference (optional) ustom 1 Fuss, Ltelray Beach, FL 33444 \ 11-11-15 X 6-0-0 6-0-0 4x6 = Run: 7.640 s Feb 2220 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 2011:24:09 2016 Page 1 ID:vDzgF3b6rhk4El_HhE6tUXzEh8s-OiwD1IMgGMOUNgTaZFBns5Kg7i0jL2UY2tybAuzEe1 a 12-0-0 6-0-0 Scale = 1:18.8 %i%i"••iii'ii i i0'i i��ii'i'i i0� i i i i i i ii4�i'ii'�'ii'�i • • • i'i'�i'i'i'i i'i'i'i'i'i'i i i%%% %%%�%iS�%%%%i %%%%� i' "�' �i' '�'i, i i ii'i'i ii'�i ii'i i'i0 �'�' �O�'ii • • • • � �i�'i • �'MO�ii' �•Mi "i 3x4 11-11-15 4 1.5x4 II 12-0-0 3x4 12-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress 'nor YES Code FBC2014/TP12007 CSI. TC 0.45 BC 0.23 WB 0.17 (Matrix) DEFL. in (loc) 1/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=224/12-0-0 (min. 0-1-8), 3=224/12-0-0 (min. 0-1-8), 4=612/12-0-0 (min. 0-1-8) Max Horz 1=34(LC 10) Max Upliftl=-185(LC 8), 3=-189(LC 9), 4=-414(LC 12) Max Grav1=241(LC 19), 3=243(LC 18), 4=651(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=496/555 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=185, 3=189, 4=414. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • •••• ••••••• • • • •• •• •• • • •• • •• •• •••• •• •• •• • • • •• • •• • • • •• • • •••• •• • • •• •• ••• •• ••• • • • •• ••• • • CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682-6651 Job 160421 Truss V4, s r r Truss Type Valley ';1, Qty Ply 1 BRUZZI RES. ADD Job Referenc8joptional) 11-5-15 8-0-0 8-0-0 3.00 12 6x6 =- 2 2 Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 20 11:24:09 2016 Page 1 ID:vDzgF3b6rhk4EI_HhE6tUXzEh8s-OiwD11MgGMQUNgTaZFBns5KoOiKAL1gY2lybAuzEe1a 16-0-0 1 8-0-0 Scale = 1:25.0 3x4 11-5-15 4 1.5x4 11 16-0-0 3x4 16-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.52 BC 0.46 WB 0.21 (Matrix) DEFL. in (loc) I/defi L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=318/16-0-0 (min. 0-1-14), 3=318/16-0-0 (min. 0-1-14), 4=864/16-0-0 (min. 0-1-14) Max Horz 1=48(LC 11) Max Uplift1=263(LC 8), 3=-270(LC 9), 4=-583(LC 12) Max Grav1=342(LC 19), 3=346(LC 18), 4=918(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-703/698 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=263, 3=270, 4=583. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard • • 000 • • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • •• • ••• • •• • 000 • • • • • • • • • •• • •• •• • • •• • • • • ••• •• • •• • • • • •• • • • • • • • • • • • • • • • 410 000 • • • 000 • • CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 6624651 Job 160421 n V5 Truss Type Valley Qty 1� i Ply 1 BRUZZI RES. ADD Job Reference1ptionaq ustom Truss, Delray Beach, FL 33444 10-11-15 10-0-0 Run: 7.640 s Feb 22 20 6 Print: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fri May 20 11:24:09 2016 Page 1 ID:vDzgF3b6rhk4E1_HhE6tUXzEh8s-OiwD11MgGMQUNgTaZFBns5KgmiPTL2eY2tybAuzEe1a 20-0-0 10-0-0 4x4 = 10-0-0 Scale = 1:31.3 11 r •��� 7 •46:4•::::„ .: x:446:4 ❖24 ....:�'�itr. ! �::•:i.�i:Pi �:.. ::.:::::::� :�:..:.:: .:$ ::� �� a i a• �ia�+aB•P K ..4a. .+x i5..ri2fai a. �. �i � 8 aee a:��r�rh. ..i 3x4 10-11-15 9 1.5x4 I I 8 3x4 = 7 1.5x4 II 20-0-0 6 1.5x4 I I 3x4 20-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.41 BC 0.19 WB 0.16 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 1=-62(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 1=153(LC 8), 5=-160(LC 9), 7=-167(LC 12), 9=-502(LC 8), 6=-502(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7=341(LC 19), 9=640(LC 17), 6=640(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=286/249, 2-9=-519/522, 4-6=-519/522 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2)1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-0-0, Exterior(2)10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 1,160 Ib uplift at joint 5,167 Ib uplift at joint 7, 502 Ib uplift at joint 9 and 502 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard • r• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • •• • •• • • • • • • • ••• • • • • • • • • • • • • • ••• •• ••• • • • • • • • • • • • 4 •• • • 4 • • •• • • • ••• • • • • •• •• ••• • • • • • • • • • • • • •• • ••• ••• •• CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682-6651 Job, 160421 ( Truss V6 Truss Type Valley `Qty itA Ply 1 BRUZZI RES. ADD Job Reference (optional) Custom Truss, Delray Beach, FL 33444 10-5-15 12-0-0 Run: 7.640 s Feb 22 20 6 Pnnt: 7.640 s Feb 22 2016 MiTek Industries, Inc. Fn May 20 11:24:10 2016 Page 1 ID vDzgF3b6rhk4EI_HhE6tUXzEh8s-suUbEeN11fYL?g2n7ziOPItvC6hT4U7iHXh9iLzEe1Z 24-0-0 12-0-0 4x4 = 12-0-0 Scale = 1:37.5 11 .4t4to i'•Wt•!4s � !i!i 70.71 !NiRKS vilen'i i i WNW 91.M.77i119MX i www- S - -'-'-'w- - -'-'- M741-- w -ASS5 • -www - - - -rte � i9i i;!i�% it/N91'.7,41 3x4 10-5-15 9 1.5x4 II 8 3x4 = 7 1.5x4 I I 24-0-0 6 1.5x4 II 3x4 24-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.81 BC 0.39 WB 0.20 (Matrix) DEFL. in (loc) Vert(LL) n/a - Vert(TL) n/a - Horz(TL) 0.00 5 I/defi n/a n/a n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (Ib) - Max Horz 1=76(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-224(LC 8), 5=-233(LC 9), 9=666(LC 8), 6=-666(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 7 except 1=325(LC 19), 5=325(LC 19), 9=858(LC 19), 6=858(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) a less except when shown. WEBS 2-9=683/684, 4-6=-683/683 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 0; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 1=224, 5=233, 9=666, 6=666. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • •• • • • •• • ••• • •• • ••• • • • • • • •• •• • • • • • •1• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • • •• •• CARL 0, FORBES FL LIC, NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 6824651 tri `t Miami Shoreg/illae Building Depafi�.,entt 10050 NE 2nd Ave. Miami Shores, FL 3313 305-795-2204 / Fax 305-756-: �f& NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Marco Bruzzi to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 652 NE 105th Street project on the below listed structure as of 11/09/15 (date). I am a registered architect/professional engineer licensed in the State of Florida. Proocc ss Number: RC15-2398 Special Inspector for Reinforced Mason Section 2122.4 of the FBC 5th Edition 2014 P P Masonry, { ) _ Miami Dade County Administrative Code, Article 11 Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high• . • • • • _ Steel Framing and Connections welded or bolted •" '• \ /• Soil Compaction • • • • • •••• • • Precast Attachments •••• • • _9•Applications, Lt. Weight. Insul. Conc. . . . ••••. • V.. .. •••• Other Roof rafter cut & connections • • • • Note: Only the marked boxes apply. . The following individual(s) employed by this firm or me is authorized representative to g rfomt . • inspection* • • • ••• • L Ernesto Garcia 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a 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. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. 1 (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 mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log.form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building de . d are in . ubstccordance with the approval plans. Signed an Date: Engineer/Architect Name Victor J. Bruce Print Address 370 NE 101st Street Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: APPROX. 100 L/F OF BLOCK WALL AND FOOTING WITH APPROX. 400 SQ. FT. OF PORCH ROOF. Occupancy Load Occupancy Type Applicable Code Not Transferable POST IN A CONSPICUOUS PLACE bmse) bffu�0 020 AA26001388 January 30, 2017 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Final Inspection Letter g a 1 S -239Y Permit Number: Address: 652 NE 1051" St. Building Department, RECEIVED FER 0 7 2017 I, Victor J. Bruce and Architect of Record, having performed visual observations of the project, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plan. I also attest that to the best of my knowledge, belief, and professional judgment, the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact me at 305.310.5030 if you have any questions and/or comments. Since7 ly, I v Victor U. Bruce A.I.A., LED R AP Architct AR -0017103 ( Iti i.• ••• • • • • • •• .\.• •. • • ..\ •.• •• • • • •• • ..• . • • • • • • •• • • • • • • • • • • • • • ••• ••• • P.O. Box 530019 Miami Shores, Florida 315 telephce :05-31!0-5030 •• • email Jb@tf2-vi.404. e• • •• •• • • • ••• • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • •• • '.4 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-276171 Permit Number: RC -9-15-2398 Inspection Date: February 07, 2017 Inspector: Dacquisto, David Owner: Job Address: 652 NE 105 Street Miami Shores, FL Project: <NONE> ntractor: JOSEPH S. ROBBIO INC Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number Parcel Number 1122310120140 Phone: (954)663-6743 Building Department Comments APPROX. 100 L/F OF BLOCK WALL AND FOOTING WITH APPROX. 400 SQ. FT. OF PORCH ROOF. Infractio Passed Comments INSPECTOR COMMENTS False PassedI vl Inspector Comments = t Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. until For Inspections please call: (305)762-4949 February 07, 2017 Page 1 of 1 ABBREVIATIONS AND LEGEND / A C EMI AIR CONDITIONER F.N&D. FOUND NAIL AND DISC 8RG Minfil BM CALCULATED WM[K.;2rr 0 I:1i t)<elO izd L LENGTH SUME LIMITED ACCESS EASEMENT CHBRG CHORD BEARING (M til: Ftp*/q:i1a9:1:Cy:i�:T.�lg: Mi121K:_:7 fgA:GiiTKK YI:R I •^ r r GES' '0(NT OF CURVATURE Digmi11IMIIIII :L1i2ITr`��:F.:q£I�:Y� P.0.8. POINT OF BEGINNING P.O.C. POINT OF COMMENCEMENT bum oimigiiiiiim P.R.M. PERMANENT REFERENCE MONUMENT magiEji POINT OF TANGENCY F.I.P./F.I.R. FOUND IRON PIPE/ROD F.N. FOUND NAIL F.N&D. FOUND NAIL AND DISC F.Pk.N. FOUND PARKER KALON NAIL GAR. GARAGE I.D. SURVEYOR'S IDENTIFICATION L LENGTH L.A.E. LIMITED ACCESS EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT (M MEASURED 0 OFFSET �P PLATTED x '0(NT OF CURVATURE P.C.C. POINT OF COMPOUND CURVATURE P.0.8. POINT OF BEGINNING P.O.C. POINT OF COMMENCEMENT P.R.C. POINT OF REVERSE CURVATURE P.R.M. PERMANENT REFERENCE MONUMENT P.T. POINT OF TANGENCY R RADIUS (R RECORD R RIGHT-OF-WAY R.E.E. ROOF ENCROACHMENT EASEMENT S.I.R./S.I.P. SET 1/2' IRON ROD/PIPE FAIL S.N.D.SET AND DISC TAN TANGENT TYP.) TYPICAL U.E. UTILIIY EASEMENT W.E. WATER'S EDGE OH OVLRHEAD WIRE LINE // WOOD FENCE x CHAIN UNK FENCE IRON/ALUMINUM FENCE — MONUMENT UNE CENTERLINE R PROPERTY UNE I►��I =AIR CONDITIONER O =BELLSOUTH BOX =CABLE BOX In =CATCH BASIN en =CONTROL VALVE BOX 1111111 • ® =ELECTRIC BOX O SI =ELECTRIC METER 8 =ELECTRIC SERVICE BbX •'r� • Ill =EXISTING ELEVATION, • •• ••I .51-,;() =FIRE HYDRANT =DUMSTER • ••• • • • • N.E. 105th STREET 30' TOTAL RIGHT -OF --WAY 16.4' ASPHALT PAVEMENT GRAPHIC SCS 20 0 10 20 N90'00'0011E 20.00' c— 20.00' F.I.P. 1/2" • . (No I.D.) =FLORIDA POWER & LIGHT BOX =HANDICAP SPACE =INLET =UGHT POLE =METAL UGHT POLE =SANITARY MANHOLE SATEUJTE DISH • • • .• •• NEER: • • • swa•TEP.VAIiVE. •: • • •• • •• Iro F.I.P. 1/2" (No I.D.) OVERHEAD WIRE LINE E (IN FEET) 1 inch = 20 ft. IRORT VIEW FRONT BUILDING s 411. O 0.12' IN 0.05' IN TERRACE = ==MILDNY KOCF - = 1- PAVER /•l•( • • • . • =WOOD POLE =LIGHT POLE 0.35' i.•.•.••• • ••• •••• ••I#I • • • •• •• F.I.P 1/2" (No LD.) • • • • • • • of • • • WATER •I_ zort zzzirt '"�P • .Iri--r----� .- • SOD • ••••• ......... CONCRETE — — — — .UT�Y EASTE1 (:.E.) • • • • .. •• • • • • ••• • • • • • • rt 4' IRON FENCE S90'00'00'W 100.00' PLAT LIMITS - NOT SUBDIVIDED RDE�v ED O1�11 t[') 4' IRON FENCE LEGAL DESCRIPTION Lot 16 "GOLF VIEW ESTATES CORR PL", according to the Plat thereof, as recorded in Plat Book 41 at Page 58, of the public records of MIAMI-DADE COUNTY, FLORIDA. j'LOOD ELEVATION INFORMATION This property appears to be located in Flood Zone X Base Flood Elevation N/A as per Federal Emergency Management Agency (FEMA) Community -Panel Number : VILLAGE OF MIAMI SHORES / 120652, 12086 C Map No. 0306 Suffix L, Effective Dote: September 11, 2009. BENCH MARK Elevations shown are based on the national geodetic vertical datum of 1929. Miami -Dade Engineering Division Benchmarks. Benchmark: D-159 Elevation: 10.32' Locator: 3250W SURVEYOR'S NOTES: 1) The above captioned property was surveyed and based on the above legal description. 2) Foundations and/or footings that may cross the boundary line of the parcel herein described ore not shown. Undergound utilities are not depicted hereon. 3) The lands shown hereon were not adstracted for easement or other recorded encumbrances not shown on the plat and the same if any may not be shown on this section 4) Wall ties are to face to the wall 5) Ownership subject to opinion of the Title. 6) Additions or deletions to survey maps or reports her than the signing party or parties is ted without written consent of the signing or parties. ` = •Z levations shown hereon are based on a closed loop using third order procedures and are elative to the National Geodetic Vertical Datum 1929. 18) Survey map and report copies thereof are not valid without the signature and raised seal of the Florida Licensed Surveyor. 9) Ownership of fences are unknown. 10) This survey has been prepared for the exclusive use of entities named hereon this Certification does not extend to any unnamed party or parties. NE 106th St st,IXCS r sdmol z m 71.s NE105th' 52 NE 105th St SURVEYOR'S CERTIFICATE: I HEREBY CERTIFY THAT THE ATTACHED BOUNDARY SURVEY OF THE ABOVE DESCRIBED PROPERTY IS CORRECT TO THE BEST OF MY Miami S! -,r,, -ns Vi;!ace KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED UNDER MY - DIIRECAON, ALSO THAT THERE ARE NO VISIBLE ENCROACHMENTS UNLESS SHOWN, AND THIS SURVEY MEETS THE STANDARDS OF 1 PR • TICE SET BY THE FLORIDA BOARD OF LAND SURVEYORS, AS SET E 0 E SH• imr-)P0,1171) _( ON PL 7r1; *11N! ; fl PT F.I.P. 1/2" (No I.D.) 61 rf°HAPTER 472.027 (F.S) AND CHAPTER 5J-17 OF THE F IRI' • ,IMINISTRATIVE IDE. THIS SURVEY DOES NOT REFLECT OR 0 TE "M i WN R ' ' 'J1 -CT TO COMPLIANCE WITH ALL FEDERAL IN ✓ 01 II ES A!`Il NOTENOT VALID UNLESS --- SIGNED AND SEALED LA4±13 eSUR 'EYOR ST TE OF FLORID NO. 2804 RECORD OF REVISION ADD GRADE ELEVATIONS TO SURVEY UPDATE ADD TILE PATIO & POOL FINAL SURVEY DESCRIPTION 0 M 0 0 O 0 w 0 N 0 z O N <—I II Cy_ O M mo 0 0 O z< `1.1\ LLz of zcN WN) (3- 0_< 1- w w 15 0, m 0) 1.11 PROJECT LOCATION: 105 STREET w z (V FLORIDA 33138-2054 exi ow 0? ¢a 3i LL w OX = a m 275 ww 0 t- z111� H • m Qo w -J >a oQ •J LL1 J a a� =w - a LL 0 Oa z - 1 E_ 0w < 1\31 I n -3i4; q,9.n voc oBgio 1111 iami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 6 63 -10 7 Y_S Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST 1 B ' ing permit card. Surveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. D Certificate of Elevation — (Sealed by surveyor). Expiration date required on the form. ❑ Ceificate of Insulation. Certificate of Soil Treatment (Final treatment-original)1 Certificate it CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter (On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. 0 So' . Compaction Letter (Density report is required) Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) O Backflow preventor certificate (Required on commercial projects only) ❑ Certificate of use. (Recorded in Miami -Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing) Additional fee is $80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO fee is $150.00 • Commercial CO is $200.00 INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 POST ON SITE Permit NO. RC -9-15-2398 Issue Date: 1/12/2016 Permit Type: Residential Construction Work Classification: Addition/Alteration Expires: 07/10/2016 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1122310120140 Owner's Name: Job Address: 652 NE 105 Street Miami Shores. FL Bond Number: 2952 Owner's Phone: Total Square Feet: Total Job Valuation: 312 $ 80,000.00 Contractor(s) JOSEPH S. ROBBIO INC Phone (954)663-6743 Primary Contractor Yes WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. coLuvs is7_ site(4 txcrio 1e/acr eject)! SFT Sim weeA rxcis LjzOJ(1� Sit/6 A .°Pitove4 ,7 Cie -04u L Qo-i► NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam 1 lJ Truss/Rafters Zoning Final ZONING COMMENTS Roof Sheathin Bucks Windows/Doors Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA com • Iiance FINAL DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS ELECTRICAL INSPECTION - DATE Temporary Pole 30 Day Temporary INSP Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Ro, Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rbugh Alarm Final Fire Alarm Rough Fire Alarm Final Service Work Wit FINAL INSPECTION PLUMBING DATE INSP Rough Water Service 2"d Rough Top Out Fire Sprinklers Septic Tank p Sewer Hook -u Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL r-rri PLUMBING COMMENTS 14',", PC 5ievPvv - e A u i7 ie cate, nots MECHANICAL INSPECTION DATE INSP Underground Pipe :.r ELECTRICAL COMMENTS 7 Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS