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ROOFINGMIAMI SHORES VILLAGE i BUILDING DEPARTMENT 305- 795 -2204 41 Bu'lding Inspection Request Date ( 20 t } Time/) 0 Type Insp'n I J 1 6 Permit No. S ( tj3 I I Name OW, t Address 'Ogg NE E F 6 75 - 7Z-. Company MOP Phone # For Inspector:' Approved Correction Re- Insp'n Fee Name & Date MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305 -795 -2204 Building Inspection Request Date I‘ I Time Type Insp'n In Cap Permit No. 61 63- PI U Name Q 1 1 Q t t Address loci t pt c(ct s Company ccc . Vim` Phone # For Inspector:11 1 • Name & Date Approved ❑ Correction Re- Insp'n Fee ia f v -c 4 nii 4552. MIAMI SHORES VILLAGE BUILDING DEPARTMENT Aj 305- 795 -2204 Building Inspection Request 3 Date l2.402 Time Type Insp'n TT L '2 i n era. Permit No. P n 5- n 1 2 Name D Address Company Phone # For Inspector.{5 e 1240 Name &Date S 71. Correction 3os (D71- 10o0 Re- Insp'n Fee ❑ MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date / /` / z a 3 Time Type Insp'n 1 / eP e Permit No. f 0 O- / 7 Name n I) Le. Address /0 c !. q ,t(G 99 67 Company k(U dC< <c Phone # -- (9g/ ' For Inspector: 6,0 / / - 1 3 Name & Date Approved Correction Re- Insp'n Fee ❑ Date Type Insp'n t4 r'r) 0 P Permit No. it ifY' - I Name t'l_k.a Address 1 D 9 C' LE ((�� � 5 Company C0 the) ROOT ✓n Phone# S (0 g? _ I OG O For Inspector: ✓ V' 41 l9Gb Name & Date Approved Correction Re- Insp'n Fee MIAMI SHORES VILLAGE 4734 . BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request 03 Time o /Alf Pel'967 PERMIT APPLICATION FOR MIAMI SHORES VILLAGE_ _ 10050 N.E. 2nd Avenue • Miami Shores, Florida 33138 • Phone: 305 495 -2204 • Fax 3REIORIIVED Date Job Address /( VC 9' 5/ Tax Folio _ T 2 9 200 Legal Description � � / Historically Designated: Yes Owner /Lessee/Tenet P' A)ei L Master Permit # Owner's Address ( r" e - / q ✓ Phone Address Contracting Co. C012/ ,. ' // G • Qualifier State # 7 ' 75 Municipal # 00 C440 Competency # Ins. Co. IF THERE IS NO PERMIT PACKAGE ACCESSIBLE ON THE JOB SITE FOR INSPECTORS TO VERIFY, THERE WILL BE NO INSPECTION. RE- INSPECTION FEE IS $50.00 AND MUST BE PAID IN ADVANCE BEFORE CALLING FOR ANOTHER INSPECTION. Permit Type (circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL �OOFIN WORK DESCRIPTION: fie w ex -- "der- Square Ft. /fa() WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANY ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). 1 certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for all disciplines. OWNERS AFFIDAVIT: I certify that e foregoing information is accurate and that all work will be done in compliance with all applicable laws ner and/or urther st . ent Date JEANNETTE K. PAY MY COMMISSION # OD 040482 EXPIRES: August 8, 2005 1-800-3-NOTARY FL Notary 9nMce & Bonding, Inc. ondo President regulating construction and zoning Signature OL Not as to •wner and/or Co My Commission Expires Aso °-° 1 U /c2tWo Ze.a 0 • 2q� RADON FEES: PERMIT APPROVED: Zoning Building Mechanical Plumbing re, I authorize the above named contractor to do the work stated. ate o 3 C C.F SS# Phone Estimated Cost (valu .00d Signature of OCT a 0 2003 0 P-ct NOTARY e aa03 - eia 13-7°3'11) TOTAL DUE Electrical ki Structural Engineer ■I\ P-) Date BOND Miami Shores Village Type of Work: ❑Addition ❑Alteration Describe Work: R /26,-P - Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. ND 03-17)6 PERMIT APPLICATION Master Permit No. FBC 2001 Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) Phone # Owner's Address City State Zip Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name Phone # Contractor's Address City State Zip Qualifier Architect/Engineer's Name (if applicable) Phone # S Value of Work For this Permit Square Footage Of Work: ❑ Repair/Replace ❑ Demolition * * * * * * * * * * * * * ** * * * * * * * * * * ** Fees * * *** * * * * * * * * * * * * * *** ** * * * * ** //g Submittal Fee $ 5 Permit Fee $ CCF $ I 2 0 Notary $ -- Training/Education Fee $ a 441 Technology Fee $ 6, es Scanning $ 3— Radon $ Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due s p 36 (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 EVIPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 _, by , day of , 20 by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 10/14/03 OCT 3 0 2003 Plans Examiner Engineer Zoning J ' TYPICAL ALL CCRIECS / a» Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Section A (General information) Master Permit No. Process No. Contractor's Name <- /AJG Job Address ?e4 MM /ft 79 S, ROOF CATEGORY 11 ❑ Low Slope ❑ Mechanically Fastened Tile ®Mortar/Adhesive Set Tile ❑ Asphaltic ❑ Metal Panel /Shingles Shingles ❑ Wood Shingles /Shakes ❑ Prescriptive BUR -RAS 150 ROOF TYPE ❑ New Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) /J_crJ /O Roof System Manufacturer: / ' c MJ/ ' - /, e 76. • Notice of Acceptance Number: 02. /2/7- OF • Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): P1: (/f P2: C il / P3: 7 T/ • Maximum Design Pressure (From the NOA Specific System): //f. 9 Method of tile attachment: pp/.-/-P S- /V'P Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Roof Slope: :12 Ridge Ventilation? (7/7 Section D (Steep Sloped Roof System) Steep Sloped Roof System Description Deck Type: ype Un Mean Roof Height: 12/4 000:10 derlayment: '130 s c paciA/0 ' Insulation. Fire Barrier. astener T .pe & Spacing: oof Covering: Z,a"UcuS J V fZ %. dhesive Type: / % d ` P °/'�' ype Cap Sheet. 7 14 90 ,-,/.7 C2? �Co��ieT 7, 1 Type & Size Drip Edge: Z 22 f 2 it �sn�k4 7i6 Gnc1GC_ apc Where to Obtain Information • Description Symbol Where to find Design Pressure PI or P2 or P3 RAS 127 Table 1 or by an engineering analysis prepared by PE based on ASCE 7 Mean Roof Height H Job Site Roof Slope 0 Job Site Aerodynamic Multiplier X. NOA Restoring Moment due to Gravity M NOA Attachment Resistance Mr NOA Required Moment Resistance Mr Calculated Minimum Attachment Resistance F NOA Required Uplift Resistance F, Calculated Average Tile Weight W NOA Tile Dimensions 1= length w= width NOA All calculations must be submitted to the Building Official at the time of permit application. M Required Moment Resistance* Mean Roof Height - 15' 20' 25' 30' 40' Roof Slope I 2:12 34.4 36.5 38.2 39.7 422 3:12 32.2 34.4 36.0 37.4 39.8 4:12 30.4 32.2 33.8 35.1 37.3 5:12 28.4 30.1 31.6 32.8 84.9 6:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compared the values for M the values from M If the M f values are greater than or equal to the Mr values, for each area of the roof, then the tile attachment method is acceptable. Method 1 "Mo ent Based Tile Calcul s Per RAS 127" f x X = C. 6- - Mg: •� =M `�' NOA // ' 5 -Mg: CO =111,. / G't NOA ME x a,n71( = 70Y )- Mg: 6.Q = Mr31 NOA M Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (M From Table Below NOA Mr (P2: (P3: *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift based tile systems use Method 3. Compared the values for F' with the values for F If the F' values are greater than or equal to the F values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" NOA F' NOA F NOA F' (P :_x I: = x w: = ) - W: x cos 0: = F (P x1: = x w:= ) -W: x COS 8: = Fr2: (P3 : x l: = x w: = ) - W: x cos 0: = Fr3: MIA M I•DADE NOTICE OF ACCEPTANCE (NOA) Monier Lifetile, LLC 135 NW 20 Street Boca Raton, FL 33431 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 \VEST FLACLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -290S SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, thc manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet thc requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Codc. DESCRIPTION: Atlantis Shake & Slate Concrete Roof Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dadc County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of thc product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its cntircty. INSPECTION: A copy of this entire NOA shall bc provided to thc user by the manufacturer or its distributors and shall bc available for inspection at the job site at thc request of thc Building Official. This NOA consists of pages 1 through 6. The submitted documentation was reviewed by Frank Zuloaga, RRC NOA No.: 02- 1211.08 Expiration Datc: 12/16/07 Approval Datc: 01/09/03 Page 1 of 6 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub - Category: Material: 1. SCOPE This renews a system using Monier Lifetilc Atlantis Shake & Slate Concrete Roof Tile, as manufactured Monier Lifctile LLC and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Monier Lifetilc Atlantis Shake and Slate Tile Trim Pieces 2.1 SUBMITTED EVIDENCE: Test Azencv Redland Technologies The Ccntcr for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Flat Profile Roofing Tiles Concrete Test Dimensions Specifications 1 =15 ". w = 10 3 / 8 " 1 'A" thick 1= varies w = varies varying thiclmcss Test Identifier 7161 -03 Appendix III 94 -060A 94 -084 25- 7094 -2 25- 7094 -8 25- 7094 -5 Product Description PA 112 Flat, interlocking, high pressure extruded concrete shake and slate roof tile equipped with two nail holes. For direct deck, mortar or adhesive set applications. PA 112 Accessory trim, concrete roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for cach tile profile. Test Nacnc /Report Date Static Uplift Testing PA 102 & PA 102(A) Static Uplift Testing PA 101 (Mortar Set) (Adhesive Set) Static Uplift Testing PA 102 (4" Fleadlap, Nails, Direct Deck, Ncw Construction) Static Uplift Testing PA 102 (4" I Icadlap, Nails, Battens) Static Uplift Testing PA 102 (4" Hcadlap, Nails, Direct Deck, Rccover/Rcroof) Dec. 1991 March, 1994 May 19.94 Oct. 1994 Oct. 1994 Oct. 1994 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 2 of 6 rc, I �!! 1' N lo i1 :I; Test Agcncv Test Identifier Test Name /Report Date The Center for Applied 25- 7183 -6 Static Uplift Testing Feb. 1995 Engineering, Inc. PA 102 (2 Quik -Drive Screws, Direct Deck) The Center for Applied 25- 7183 -5 Static Uplift Testing Feb. 1995 Engineering, Inc. PA 102 (2 Quik -Drive Screws, Battens) The Center for Applied 25- 7214 -1 Static Uplift Testing March, 1995 Engineering, Inc. PA 102 (1 Quik -Drive Screw, Direct Deck) The Center for Applied 25- 7214 -5 Static Uplift Testing March, 1995 Engineering, Inc. PA 102 (1 Quik -Drive Screw, Battens) Redland Technologies 7161 -03 • Wind Tunnel Testing Dec. 1991 Appendix II PA 108 (Nail -On) Redland Technologies Letter Dated Aug. 1, 1994 Wind Tunnel Testing Aug. 1994 PA 108 (Nail -On) Redland Technologies P0631 -01 Wind Tunnel Testing July 1994 PA 108 (Mortar Set) Rcdland Technologies PO402 Withdrawal Resistance Testing Sept. 1993 of screw vs. smooth shank nails The Center for Applied Project No. 307025 Wind Driven Rain Oct. 1994 Engineering, Inc. Tcst #MDC -77 PA 100 Professional Service 224 -47099 Physical Properties Sept. 1994 Industries, Inc. PA 112 Celotex Corporation Testing 520109 -1 Static Uplift Testing Dec. 199S Service 520111 -4 PA 101 March 1999 520191 -1 Walker Enginccring, Inc. Calculations Aerodynamic Multiplier March 1999 Walker Engineering, Inc. Calculations Moment of Gravity Sept. 1999 Walker Engineering, Inc. Calculations 25 -7094 February 1996 Walker Engineering, Inc. Calculations 25 -7496 April 1996 Walker Engineering, Inc. Calculations 25 -7584 December 25- 7804b -8 1996 25- 7804 -4 & 5 25- 7848 -6 Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Calculations 25-7183 March 1995 Calculations Aerodynamic Multipliers April 1999 Calculations Two Patty Adhesive Sct System April 1999 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 3 of 6 Table 4: Attachment Resistance Expressed as a Moment - M (ft -Ibf) for Nail -On Systems Tile Profile Fastener Type Direct Deck (min 15/32" plywood) Direct Deck (min. 19/32" plywood) Battens Monier Lifetile Atlantis Shake & Slate Tile 2 -10d Ring Shank Nails 30.9 • 38.1 17.2 1 -10d Smooth or Screw Shank Nail 7.3 9.8 4.9 2 -10d Smooth or Screw Shank Nails 14.0 18.8 . 7.4 1 #8 Screw 30.8 30.8 18.2 2 #8 Screw 51.7 51.7 24.4 1 -10d Smooth or Screw Shank Nail (Field Clip) 24.3 24.3 24.2 1 -10d Smooth or Screw Shank Nail (Eave Clip) 19.0 19.0 22.1 2 -10d Smooth or Screw Shank Nails (Field Clip) 35.5 • 35.5 34.8 • 2 -10d Smooth or Screw Shank Nails (Eave Clip) 31.9 _ 31.9 32.2 2 -10d Ring Shank Nails' 50.3 65.5 48.3 Installation with a 4" tile headlap and fasterners are located a min. of 21/2" from head of tile. Table 5: Attachment Resistance Expressed as a Moment Mf (ft -lbf) for Two Patty Adhesive Set Systems • Tile Profile Tile Application Minimum Attachment Resistance Monier Lifetile Atlantis Shake & Slate Tile Adhesive 31.3 2 See manufactures component approval for installation requirements. 3 Flexible Products Company TileBond Average weight Polyfoam Product, Inc. Average weight per patty per patty 13.9 grams. 8 grams. Table 5A: Attachment Resistance for Single Patty Expressed as a Moment - Mt (ft -Ibf) Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Monier Lifetile Atlantis Shake & Slate Tile PolyPro 11 8.9' PolyPro 40.4 4 Large paddy placement of 45 grams of PolyProTM'. 5 Medium paddy placement of 24 grams of PolyProTM'. Table 5B: Attachment Resistance Expressed as a Moment - Mr (ft - Ibf) for Mortar or Adhesive Set Systems Tile Profile Tile Application Attachment Resistance Monier Lifetile Atlantis Shake & Slate Tile Mortar Set 39.0 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 5 of 6 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. I II 9 ., .,:;`� X12.. ``• . L \.`� •..� OVERLAY PROFILE DRAWINGS WA1ERL0CK �•., 16 Vr 1VIONIER LIFETILE ATLANTIS SIIAI:E & SLATE CONCRETE ROOF TILE END OF THIS ACCEPTANCE NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 6 of 6 it I l �i�rl' Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight -W (Ibf) Length -I (ft) Width -w (ft) Monier Lifetile Atlantis Shake & Slate Tile 8.5 1.25 • - 0.865 Table 3: Restoring Moments due to•Gravity_- M (ft -Ibf) Tile Profile 3 ":12" 4 ":12" 5 ":12" 6 ":12" 7 ":12" or greater _ Monier Lifetile Atlantis Shake & Slate Tile Direct Deck Direct Deck Direct Deck Direct Deck DirectDeck 6.0 5.9 5.8 5.6 5.5 Table 2: Aerodynamic Multipliers - A. (ft Tile Profile X (ft') Direct Deck Application Monier Lifetile Atlantis Shake & Slate Tile 0.24 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications. may be installed perpendicular to the roof slope unless stated otherwise by.the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 3.7 May be installed on slopes 7:12 and greater with a minimum of two screws. 4. INSTALLATION 4.1 Monier Lifetile Atlantis Shake and Slate Concrete Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120. 4.2 Data For Attachment Calculations NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 4 of 6 rl 06/10/2003 09:39 954 578 1042 12/1'0/02 TUE 14:57 FAX 954 578 1042 MIAMI'DADE MEDITERRANEAN ROPF TILE 4 3056814012 rr�onucT ON ®1✓ NOTIC>C OF ACCEPTANCE 1'niyfoam Products, Inc_ 2400 Spring- Stucbncr Road Spring ,TX 77383 -1132 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: O1- 052I.02 EXPIRES: 65/10/2(106 APPROVED a /14/2(0I POLXFOAM PRODUCTS, INC. Q1001 MiAMi -DADE COUNTY, FLORIDA METRO - DADE FLAGLER BUILDING RU iLDING CODE COMPLIANCE OFFICE METRO -i)ADE Ft ADLER. BUILDING 140 WEST FLAG LcR STREET. SUITE I6()3 MIAMI. FLO(trnA 3)130 -1563 (305) 375 - 290t FAx (303) 375 -290x ( :ownt.tc-rO1t LICENSING SECTION (3051375-25 FA\ (3051375-235x • COtYIH CrOR 1'.NIORCEME'(.IrDIVJSliN (305) 375 -296.6 FAX (305) 375 -2.908 PRODUCT CONTROL D1v),sIU,N (305) 3?5.290 1:AX (301372-6339 Your application for Notice of Acceptance (NOA) of: Two Component Poiyurethcnc FORm Adhesive under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has bCCn recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. Eris NOA shall not be valid after the expiration date stated below, BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing- If this product or material faits to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. NO.610 P001 Raul Rodriguez Chief Product Control Division Ti-IIS I,S THE COVERSuF.F,T SEE ADDITIONAL PAGES FOR St'F,CWFIC AND GENERAL CONDITIONS I CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the I3CCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. - Francisco 3. Quintana, R.A. Director tviianli -lade County i3uitding Code Compliance Office 11 . 101500011 2000∎1vsn,placrsknodce 4ccepance m.er p in ternee flail sddresS postrlt&Ster(u builelingeaJeonllnc - coin tit tr):fitvivw. tit h est., 4, 06/10/2003 09:39 MEDITERRANEAN ROOF TILE 4 3056814012 7. 12/10/02 TOTE 14:57 FAS 954 578' 1042 M:kt cam/- P 2. PRODUCT DESCRIPTION Manufactured by Applicant Polypro® Al -1 160 Dimensions N/A 1'oamprom RTi N/A ProPack®30 & 100 2.2 Typical Physical Properties: ernpert Test Density ASTM D 1622 Compressive ASTM D 1621 Strength Tensile Strength ASTM D 1G23 Water Absorption ASTM i7 2127 Moisture Vapor ASTM E 96 Transmission Dimensional ASTM D 2126 Stability POLY OAM 'PRODUCTS, INC. Polyronm Products , Inc. . • ACCEPTANCE No_ : 01- 052I.02 ROOFING ASSEMBLY APPROVAL Cate :Yory; Roofing Approval Date: .tone 14 2001 Suh-Catcgnry: Roof Tile Adhesive Expiration Date: Mny tn, 2OQG SCOP1 This approves Polypro® A14160 ns manufactured by Polyfoam Products, Inc. as described in Section 2 of this Notice of Acceptance_ For the locations where the design pressure requirements. as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127 for use with approved flat, low, and high profile roof tiles system using Polypro® AH 160. Where the attachment calculations are done as n moment based system for single patty placement, and as an up1i11 based system for double patty systems • Test Specifications PA 101 N/A Dispensing Equipment 2.1 Components or products manufactured by others: Any lvliaini -Dade County Product Control Accepted*RoofTile Assembly having a current NOA which list uplift resistance values with the use ofPolypro Al 1160 rooftile adhesive. 1.6lbsift' • 18 PSi Parallel to. rise 12 PSf Perpendicular to rise 28.PSI Parallel to rise 0.08 LbsJFt 3.1 Perm / inch +0.07% Volume Change a -40 F, 2 weeks +(.0% Vo111111e Chan ,e 1 2 week, Results Product Description Two component polyurethane Dispensing Equipment a Frank Zuloaba, 1LRC ProductControf Examiner NO.610 P002 1J002 06/10/2003 .09:39' MEDITERRANEAN ROOF TILE 4 3056814012 NO.610 P003 '12/1F0/02 TT,E 14:58 FAX 954 578 1042 • POLYFOAM PRODUCTS, INC. l 003 Polyfoam Product, lrnc. ACCEPTANCE No. :.01 -0 521.02 Note: The physical properties listed above are presented as typical average values as determin by accepted ASTM test methods and are subject to normal manufacturing variation. ' E 3. LINI1TATI.ONS 3.1 Fire classification is'not part of This acceptance_ Refer to the Prepared hoof Tile Assembly for lire rating. • 12 Polypro® AH160 shall solely be used with flat, low, & high tile. profiles. 3.3 Minimum underlayments shall be in compliance with the Roofing Application Standard RAS 120. 3.4 Itoof Tile manufactures acquiring acceptance for the use of Polypro® AH160 root' rile adhesive with their tile assemblies shall test in accordance with PA 101, 15 Roof Tile manufactures acquiring acceptance for two paddy placement with the use of Polypro® AI-H160 roof tile adhesive with their tile assemblies shall test in accordance with PA 101 and with section 10.4 as modified herein. : 2 MS 4. INSTALLATION 4.1 Polypro® AH160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use oCPolypro® AH160. 4.2 Polypro® Al-! 160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro® AH160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami-Dade County Roofing Application Standards RAS •127. The adhesive attachment data is noted in the roof tile assembly NOA 4.3 Polypro® AH160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro® AH160 Operating Instruction and Maintenance Booklet, 4.4 Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 4.5 Calibration of the Foampro® dispensing equipment is required before application of any adhesive. The mix ratio between thc' "A" component and the "S" component shall be maintained between I,0 -1.15 (A) : 1.0 (13). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings Shall be approved. 4.6 Polypro® Al shall be applied with Foampro RTF1000 or ProPack® 30 & 100 dispensing equipment only. 4.7 Polypro® A1-1160 shall not be exposed permanently to sunk f=rank Zuloaga, RRC • Product Control Examiner 06/10/2003 •09 :39 MEDITERRANEAN ROOF TILE --> 3056814012 • 12/i13/02 TUE 14:58 FAX 954 578 1042 POLYFOAM PRODIJcTS,INC. • P Products, Inc. ACCEPTANCE No.: 9I 0521,02 4.8 Tiles must be adhered in freshly applied adhesive. Site must be set within 2 to 3 minutes after Polypro® AH160 has been dispensed. 4.9 Polypro® AH160 placement and minimum patty weight shall be in accordance with the 'Placement Details' herein_ Each generic tile profile requires the specific placement noted herein. Table 1: Adhesive Placement For Each Generic Tile Profile TileProfilc Placement Sivgte Paddy Weight Two Paddy Weight Detail Min- (grams) per paddy Min. rums Flat, Low, High Profiles 111 35 N/A High Profile (2 Piece Barrel) tt 1 /7/side on cap and N/A 34/pan Plat, Lotv, High Profiles t;? 24 N/A �� Flat. Low, High Profiles cs ti3 W ` 8 �• LABELING All Polypro® AH160 containers shall comply with the Standard Conditions listed herein. 6. BUILDING PERMIT REQUIREMENTS 6.1 As required by the Building Official or applicable Building Code in order to properly evaluate the installation of this system. Prank Zutoaga, RRC Product Control Examiner NO.610 P004 • • 01 004 06/10/2003 09:39 • MEDITERRANEAN ROOF TILE - j 3056814012 1 • • , '12,/10/02 TUE 14:58 FAX 954 578 1042 POLYFOAM PRODUCT'S, INC. Polyfoam Products, Inc. ADHESIVE PLACCIVIENT DETAIL I SINGLE PATTY 5 ACCEPTANCE No. ; OI- 0521.02 NO.610 1005 r ?bac enocptt,Am;ve10 aeNe..11 to 13 auoeat ,t t ,r town Inchestr,coot=WttnC p lit ttccaa41aoatluaont Y , i ihreuphpLttle r,+oCN 1 Tvm coverF upo'ie4 00.tn, P1101 , 1 in. 1 o S In. Frain Out*); ,d1a o1 covor t 0. TAes Iowa rt.., tut. UodalrymMt 1 hep 44.. • count me Lk Abut lb wand tra+,. . Optl�W Dan Tat. amt em andef oin Ind cost otn ,n Poii•Yp UettX bfr. x or, M,. e n tenyROd toga Oil (nortm tan Wtepnolo nu. 80 f (n'..tc teeW�1 Frank Zuloaga, RRC Product Control E:camincr. Siviodng 01005 06/10/2003 09:39 MEDITERRANEAN ROOF TILE 4 3056814012 12/10/02 TOTE 14:59 FAX 954 578 1042 POLYFOAhi PRODUCTS, INC. ACCEPTANCE No.: 01- 0521.02 ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY Polyfoatn Products Inc. Frank :Guloag, RRC Product Control Ex:mini:1* NO.610 P006 (0006 06/10/2003 b9:39 MEDITERRANEAN ROOF TILE 4 3056014012 • ' • • -• 12/10/02 TUE 14:59 FAX 954 578 1042 POLYFOAM PRODUCTS . INC . . . . •. . • Polyroarn Products. Inc. • Single paddy on top of the Sinyk paddy undor Paddy (between filo) Paddy (under tile) &Ye CINICs1 Nail through plastic cement Single paddy on top of the Ent Coatat Single paddy under tile Single paddy between tile ADHES1VE PLACEMENT DETA11-3 • DOUBLE PATTY ACCEPTANCE No. 01-0521.02 Ihrough plastic cemeni Uildeitsyrnent ii In. z 3 fn. 41n. Single paddy on under. layment Single paddy Fascia On lop ol iIe Werphwe Fan Cowls Eave doswe Nip edge Elva Clem 2 in. 7 Inanedltun tie paddy eave course only Fascia Frank Zutbaga, RitC Product Control Evai•pirici NO.610 9007 o 0 7 Singio paddy two, the • Singk paddy between tte un. I 7 in. meet., itle paddy cave course only 06/10/2003 09:39 ,''12//'0%02 TUE 14:50 •FAX •954 578 1042 . MEDITERRANEAN ROOF TILE 4 3056814012 POLYFOAM PRODUCI'S.INC :r • i= Potvfoant Products, Inc. 9. This Notice of Acceptance consists of pages 1 through 8. END OF THIS ACCErTANCE NO.610 1008 IZ1008 ACCEPTANCE No.° t- o521:O2• Renewal of this Acceptance (approval) shall be considered aRer a renewal application hasbeen•filed and the original submitted documents. includinr� test- supporting data, engineering documents. are no older than eight (8) years. Any and all approved products shall be permanently labeled with the . manufacturer's [[ante, city, state, and the following statement: "Miami -Dade County Product Control Approval^, or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not bc considered if: a. There' has been a changL in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer die same product (identiesil) as the one originally approved. c. ff the Acceptance holder has not complied with all the requirements of this aeceptanec, including the correct installation of the product. d. The engineer who originally prepared. signed and sealed the required documentation initially submitted, is no longer practicing tic engineering profession_ 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the tiling of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal or this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for salts. advertising or any outer purposes. 6. The Notice of Acceptance number preceded by the words Miatni -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature, Warty portion[ of the Notice of Acceptance is displayed, then it shall bc done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, [vhere it applies, shall bc provided to the user by the manufacturer or its distributors and shall bc available for inspection at the job site at all time: The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO TAX FOLIO NO. STATE OF FLORIDA: COUNTY OF MIAMI - DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement • 1. Legal description of property and street/address: / O 9 / C q sT 0 / Ft 33l3k 2. Description of improvement: , A) CW 090 s al • ) DD/ X7 J 3. Owner(s) name and address: Ma 6ti eft "- /q�g. �E 94' S/ f?rst.A-�/ gNoKAP ,t 33/38 interest in property. Name and address of fee simple titleholder. O 64-AA) P 4. Contractor's name and address ,t'7rfl' O1 / -f 4),L .. i 0" Lam.., r -c. 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: Amount of bond3 6. Lender's name and address: 7. Persons within the state of Florida designated by Owner upon whom notices Cr other documents may 1 e served as provided by Section 713.13(1)(a)7., Florida Statutes; Name and address: 8. In addition to himsetf, Owners designates the following person(s) to receive a.copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expiration date of this Notice of Commencement: the expiration date is 1 year from the date of recording unless a different date Is specified) Signature of Owner Print Owner's Name C1441S 7 V gr L Sworn to and subscribed before me this day of Notary Publ Print Notary's My commissio 127.01-02 PAGE 2y , HL 17L ` • JL R7 d Y ih:a thr ; rs a true . O onfvnal : d rnr.fs ofhc^ nn day of r , A D 20 /ITS'' • ''y h.r;ld ant; 0 :hcral Scot. C'ct fC' '' and County Courts .c. 1 111111 11111 11111 11 1 11111 11111 1 1 CFF4 2003R0830292 OR !;k 21801 Ps 2504; (fp RECORDED 11/06/2003 13:29:53 HARVEY RUVIN, CLERK OF COURT MIAMI —DADE COUNTY, FLORIDA LAST PAGE w � O Prepared by ( �� 2 Address: / ' ``�' &! Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Permit Number: BP2003 -1718 Printed: 10 /31/2003 Applicant: CHRISTINE O'NEIL Owner: O'NEIL CHRISTINE JOB ADDRESS: 1099 NE 99 ST Contractor CODA ROOFING Local Phone: Parcel # 1132050180040 Signed: Building Permit Contractor's Address: 4678 EAST 10 LANE Legal Description: REV PL MIAMI SHORES SEC 8 Permit Status: APPROVED Permit Expiration: 4/26/2004 Construction Value: $6,000.00 Work: NEW TILE ROOF COLOR THROUGH TILE MATCH EXISTING ROOF (INSPECTOR) Page 1 of 1 PB 43 -69 LOT 15 Fees: Description Amount FEE2003 -6790 Building Fee $275.00 FEE2003 -6791 CCF $1.20 FEE2003 -6792 Scanning Fee $3.00 FEE2003 -6793 Training and Education Fee $0.40 FEE2003 -6794 Technology Fee $6.88 Total Fees: $286.48 Total Fees: $2§941 Total Receipts: WOO .23G cir 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: BLK 178 LOT Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 10 /31/2003 Applicant: CHRISTINE O'NEIL Owner: O'NEIL CHRISTINE JOB ADDRESS: 1099 NE 99 ST Contractor CODA ROOFING Local Phone: Parcel # 1132050180040 Building Permit Permit Number: BP2003 -1718 Contractor's Address: 4678 EAST 10 LANE Legal Description: REV PL MIAMI SHORES SEC 8 Fees: Description Amount FEE2003 -6790 Building Fee $275.00 FEE2003 -6791 CCF $1.20 FEE2003 -6792 Scanning Fee $3.00 FEE2003 -6793 Training and Education Fee $0.40 FEE2003 -6794 Technology Fee $6.88 Total Fees: $286.48 Total Fees: $ 246. Z Total Receipts:'0. o .02.3(-11:3- c Permit Status: APPROVED Permit Expiration: 4/26/2004 Construction Value: $6,000.00 Work: NEW TILE ROOF COLOR THROUGH TILE MATCH EXISTING ROOF Signed: (INSPECTOR) Page 1 of 1 PB 43 -69 LOT 15 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: BLK 178 LOT q44 13( Approved Correction Re- Insp'n Fee MIAMI SHORES VILLAG BUILDING DEPARTMENT \ 305- 795 -2204 Building Inspection Request al- Time Date Type Insp'n le ,`Om Permit No. 6P2003— Name OW-.1 Address I O l q Iv E 9q31— Compan I wet " e:f 4 PE S. Phone # 3 Ta0 ®T J3 For Inspector: %(23Name & Date a C a, e5;41 Manufacturer of Engineered Roof l 9500 N.W. 79th Ave. - F-Iia'dah Gardens, FL 33016 BUILDER'S NAME FEDERICO FERNANDEZ OWNER O ADDITION SITE 1099 NORTHEAST 99STREET LEGAL PERMIT# 822 - 0020/21 v1EWM ®A ® APPROVED ® REVIEWED, MARKED AND APPROVED RESUSMIT CORRECTED COPY FOR FILINe a Rt;VISE AND RESUOMIT 121 NOT REVIEWED REVIEWED ONLY FOR THE LIMITED PLIRPOSLq OF THE CHECKING PC CONFORMANCE WITH THE INFORMATION GIVEN AND THE DESIG CONCEPT ERPRE JSED MI The FULL SET CV CONTAACT DOCUMENT: 17 DO <;t? NO AUTHORIZE CHANGES IN TkE IEt OF SHOP DRAWINGS IS NOT CONDUCTED, DETERMINING SU T t ACCURACY AND COMPLETENESS OF DETAILS , SON TAN IATING FARR►CATIORI INSTALLATION imoinuCTICa�'i! OF P�$RFOcaMn @UANFITtES OR FO PRG'FO RICE OF Ec uiPAQ'NT OF SYSTEM, ALL OF WHICH SH.41.t REVIEW OP E SOLE RESP©NSIPILITY DRAWINGS DOes N OF 'I TI CE AP;4l,'Yt�;!. S NOT CM M E N;�, :, , . OP <OAFEPY PRECAUTIONS, Ol9l�C,9C�c3 OR 6' � ,. NQR DCES I T CONSTRUCTION MEAN?, iti;�Yi3O.�te, : ;,-. (N EI�OLY R ROCEO LIES IRO 2 , th1CH THE ITEP.i IS , ►t AY O O' ,I Or OP AI-1, TRADES SERA[.. r,u 4 CO C?�i, ct;a,F'�UT. CC, O ►1d C'€:a1ERACTOR. ! li, C f 1 t t: 5.;t r F3f±SPC):4:i,. i1Li'fti' AND I�It�+-i- O(1. ., '_ . t'jt ' �_'Ji..4 V ALL 011 N�� A r.* T'; iJCct� .. �� v �— r ----,,--„‘',.-to __ ......... ' ?'E:'� 2/ 2- --s3 , MIAMI SHORES, FLORIDA Job 6173 Truss HG5 Truss Type HIP Qty 1 Ply 2 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:16 2003 Page 1 -1 -9 -8 5-0-0 I 8 -6 -14 1 12 -0 -0 I 15 -5 -2 1 19 -0 -0 24 -0-0 25 -9 -8 I { 1 1 1 -9 -8 5-0-0 3 -6 -14 3 -5 -2 3 -5 -2 3 -6 -14 5 -0-0 1 -9 -8 Scale: 1 /4" =1' 3.00 12 4x4 = 3x8 = 1x4 II 3x8 = 4x4 = 3 4 5 6 7 CV -�_ n N 2 8 9 cs, li■ 6 _� o _51 3.5x4 = 14 13 12 11 10 3.5x4 = 3x4 = 1x4 11 5x8 = 1x4 11 3x4 = 5.1 -12 I 8 -6 -14 1 12 -0-0 I 15 -5 -2 1 18 -10 -4 I 24 -0 -0 1 5-1 -12 3 -5 -2 3 -5 -2 3 -5 -2 3 -5 -2 5 -1 -12 Plate Offsets (X,Y): [12:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.59 12 >475 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.77 12 >362 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.14 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /defl = 360 Weight: 219 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -10 -5 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5 -8 -2 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (lb/size) � ax Uplift2= 16 8(load case 2), 0 -- 15 case 2) \% FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =28, 2 -3= -6353, 3 -4= -6181, 4 -5= -9196, 5 -6= -9196, 6 -7= -6181, 7 -8= -6353, 8 -9 =28 BOT CHORD 2 -14 =6040, 13 -14 =8475, 12 -13 =8475, 11 -12 =8475, 10 -11 =8475, 8 -10 =6040 WEBS 3 -14 =1309, 7 -10 =1309, 4 -13 =119, 5 -12= -472, 6 -11 =119, 4 -14= -2467, 4 -12 =775, 6 -12 =775, 6- 10 = -2467 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 4) Provide adequate drainage to prevent water ponding. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1528 Ib uplift at joint 2 and 1528 Ib uplift at joint 8. 6) Girder carries hip end with 5 -0 -0 end setback 7) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 190.61b up at 19 -0 -0, and 320.8lb down and 190.61b up at 5 -0 -0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 Job 6173 Truss HG5 Truss Type HIP Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies Qty LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -7 =- 142.5, 7 -9= -90.0, 2 -14= -20.0, 10 -14= -31.7, 8 -10= -20.0 Concentrated Loads (lb) Vert: 14 =- 320.810= -320.8 Ply 2 F- ERNANDEZ - O'NEIL Job Reference (optional) 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:16 2003 Page 2 Job 6173 V' H7 (�j) Truss Type HIP Qty 3 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss p, sale Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:14 2003 Page 1 -1 -9 -8 1 3 -10 -11 I 7 -0 -0 I 12 -0 -0 I 17 -0 -0 20 -1 -5 24 -0 -0 25 -9 -8 I I I 1 -9 -8 3 -10-11 3 -1 -5 5 -0 -0 5 -0 -0 3 -1 -5 3 -10 -11 1 -9 -8 Scale: 1/4 " =1' 3.00 ril 4x6 = 3x4 = 4x6 = 1.5x4 5 6 1.5x4 CSA 3 7 N "1 7 2 _ 9 N � CI N O O � � 3x5 = 12 11 10 3x5 = 3x8 = 3.5x4 = 3x8 = 7 -1 -12 1 16 -10 -4 24-0-0 1 7 -1 -12 9 -8 -8 7 -1 -12 Plate Offsets (X,Y): [2:0-2-4,0-1-8], [8:0-2-4,0-1-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 0.43 10 -12 >644 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.74 10 -12 >377 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.14 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /defl = 360 Weight: 112 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -11 -12 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3 -11 -2 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 1464/0 -8 -0, 8= 1464/0 -8 -0 Max Uplift2=- 1033(load case 2), 8=- 1033(load case 2) � FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =28, 2 -3= -3520, 3 -4= -3451, 4 -5= -3365, 5-6= -3365, 6 -7= -3451, 7 -8= -3520, 8 -9 =28 0- BOT CHORD 2 -12 =3306, 11 -12 =3947, 10 -11 =3947, 8 -10 =3306 WEBS 4 -12 =393, 6 -10 =393, 3- 12 =29, 5 -12= -623, 5 -10= -623, 7 -10 =29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1033 Ib uplift at joint 2 and 1033 Ib uplift at joint 8. LOAD CASE(S) Standard Job 6173 Truss T1 Truss Type COMMON Qty 3 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:20 2003 Page 1 I -1 -9 -8 1 6 -4 -11 i 12 -0 -0 1 17 -7 -5 24 -0 -0 25 -9 -8 i I 1 1 -9 -8 6 -4 -11 5 -7 -5 5 -7 -5 6 -4 -11 1 -9 -8 Scale = 1:47.0 3.00 12 4x6 = 3x4 ; 5 3x4 ; 1x4 �� 4 6 1x4 3 � 1 7 1 N .� 9 , 3x5 12 11 10 3x5 3x4 = 3x4 = 3x4 = 1 8 -3 -2 1 15 -8 -14 I 24 -0 -0 8 -3 -2 7 -5 -11 8 -3 -2 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.93 Vert(LL) 0.34 10 -12 >815 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.51 10 -12 >554 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.12 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /deft = 360 Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -8 -15 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -8 -1 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 1464/0 -8 -0, 8= 1464/0 -8 -0 Max Uplift2=- 994(load case 2), 8=- 994(load case 2) ,� FORCES (Ib) - First Load Case Only v%\ TOP CHORD 1 -2 =28, 2 -3= -3597, 3 -4= -3157, 4 -5= -3096, 5 -6= -3096, 6 -7= -3157, 7-8= -3597, 8 -9 =28 BOT CHORD 2 -12 =3395, 11 -12 =2419, 10 -11 =2419, 8 -10 =3395 WEBS 3- 12 = -507, 5 -12 =760, 5 -10 =760, 7- 10 = -507 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 994 Ib uplift at joint 2 and 994 Ib uplift at joint 8. LOAD CASE(S) Standard Job 6173 Truss T1A Truss Type COMMON Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:20 2003 Page 1 4 -11 -11 I 10 -7 -0 1 16 -2 -5 19 -3 -0 1 1 1 4 -11 -11 5 -7 -5 5 -7 -5 3 -0 -11 Scale = 1:34.4 4x6 = 3.00 FIT 4 i� 1x4 3.5x5 3 5 1.5x4 I I 2 6 9 9 c) WO V ❑ N N W am 3.5x5 4x8 II 10 9 8 7 3x4 = 3x4 = 3x4 = 3x4 = 1 6 -10 -2 1 14 -3 -14 19 -3 -0 1 6 -10-2 7 -5 -11 4 -11 -2 Plate Offsets (X [1:0- 3- 0 -5 -9] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.15 8 -10 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.26 8 -10 >872 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.06 7 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /deft = 360 Weight: 90 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -0 -8 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5 -3 -2 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 2 -2 -3 REACTIONS (lb /size) 1= 1051/0 -8 -0, 7= 1051 /0 -4 -0 Max Horz 1= 75(Ioad case 2) Max Upliftl =- 544(load case 2), 7=- 548(load case 2) 0 FORCES (Ib) - First Load Case Only 0- TOP CHORD 1 -2= -2483, 2 -3= -2410, 3 -4= -2160, 4 -5= -1813, 5 -6= -118, 6 -7= -118 BOT CHORD 1 -10 =2288, 9 -10 =1676, 8 -9 =1676, 7 -8 =1575 WEBS 3 -10= -297, 4 -10 =496, 4 -8 =38, 5 -8 =169, 5 -7= -1730 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 Ib uplift at joint 1 and 548 Ib uplift at joint 7. LOAD CASE(S) Standard Job 6173 Truss GT1 Truss Type COMMON Qty 1 Ply 3 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:13 2003 Page 1 3 -1 -12 5 -11 -11 I 9 -1 -6 I 12 -0 -0 14 -10 -10 18 -0 -5 20 -10-4 24 -0 -0 I I I i I 3 -1 -12 2 -9 -15 3 -1 -10 2 -10 -10 2 -10 -10 3 -1 -10 2 -9 -15 3 -1 -12 Scale = 1:41.5 4x4 = 3.00 12 3x4 % 5 3x4 z 3x4 4 3x4 i . 7 3 3x6 2 i 8 .........allii LI ►4 3x4 = 17 16 15 14 13 12 11 10 3x9 = 2x4 II 4x4 = 3x4 = 3x8 = 4x6 = 4x4 = 6x14 // 3x4 = 3 -1 -12 I 5 -11 -11 I 9 -1 -6 I 12 -0 -0 1 14 -10 -10 I 18 -0 -5 20 -10 -4 24 -0 -0 I I 3 -1 -12 2 -9 -15 3 -1 -10 2 -10 -10 2 -10 -10 3 -1 -10 2 -9 -15 3 -1 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.25 11 -12 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.35 11 -12 >795 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.07 9 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 404 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4 -4 -9 oc purlins. BOT CHORD 2 X 6 SYP No.2ND *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 9 -13 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 `Except* 2-17 2 X 6 SYP No.2ND, 8-10 2 X 6 SYP No.2ND REACTIONS (Ib /size) 1= 1967/0 -8 -0, 9= 6272/0 -8 -0 Max Upliftl =- 1023(load case 2), 9=- 3260(load case 2) FORCES (Ib) - First Load Case Only 10 \ BOT CHORD 1 -17 5516, 16-17=5516, 15 16 14-15 =5628, 13- 14=7296, 12-13=7296, 3=7 11 12 117554 0\- % 10 -11= 17288, 9 -10 =17288 WEBS 2 -17= -298, 3- 16 =49, 4 -15 =236, 5 -14 =2274, 6 -12 =2001, 7 -11 =2771, 8 -10 =3683, 2 -16 =637, 3 -15= -556, 4 -14= -584, 6 -14= -2715, 7 -12= -4949, 8 -11= -5751 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023 Ib uplift at joint 1 and 3260 Ib uplift at joint 9. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 5673.OIb down and 2948.61b up at 20 -10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Continued on page 2 Job 6173 Truss GT1 Truss Type COMMON Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:13 2003 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -9= -20.0, 1 -5 =- 90.0, 5-9= -90.0 Concentrated Loads (lb) Vert: 10 =- 5673.0 Qty 1 Ply F- ERNANDEZ - O'NEIL Job Reference (optional) Job 6173 TrusI' H9A D/Q Truss Type HIP Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss C rp, Hi ah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:15 2003 Page 1 2 -5 -11 5 -7 -0 I 10 -7 -0 15 -7 -0 18 -8 -5 1 i i I 2 -5 -11 3 -1 -5 5 -0 -0 5 -0 -0 3 -1 -5 0-6 -11 Scale = 1:35.1 3.00 F1T 5x4 = 3x4 = 5x4 = 4 5 6 1.5x4 ; 3.5x4 cV IN 2 3 too 41. 7 N Q N 11 10 9 8 4x7 II 3.5x4 % 3x8 = 3x4 = 3.5x8 = 1.5x4 I I I 5 -8 -12 1 15 -5 -4 I 19 -3 -0 5 -8 -12 9 -8 -8 3 -9 -12 Plate Offsets (X,Y): [1:0- 2- 0,0 -5-9] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.18 9 -11 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.40 9 -11 >567 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 93 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -7 -1 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -7 -0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 1 -9 -11 REACTIONS (Ib /size) 1= 1051/0 -8 -0, 8= 1051/0 -4 -0 Max Horz 1= 75(load case 2) Max Uplift1=- 579(load case 2), 8=- 592(load case 2) FORCES (Ib) - First Load Case Only • TOP CHORD 1 -2= -2201, 2 -3= -2105, 3 -4= -2476, 4 -5= -2400, 5 -6= -1793, 6 -7= -1880, 7 -8= -1037 BOT CHORD 1 -11 =1955, 10 -11 =2699, 9 -10 =2699, 8 -9 =119 WEBS . 4 -11= 167, 6 -9 =61, 3 -11 =448, 5 -11= -321, 5 -9= -970, 7 -9 =1727 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 Ib uplift at joint 1 and 592 Ib uplift at joint 8. LOAD CASE(S) Standard Job 6173 Truss H7B Truss Type MONO HIP Qty 1 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:15 2003 Page 1 1 -8 -0 7 -6 -15 1 13 -4 -1 19 -3 -0 1 I 1 1 1 -8 -0 5 -10 -15 5 -9 -3 5 -10 -15 Scale = 1:35.6 3.00 [Ti 3x4 = 4x12 = 3x4 = 1x4 II 3x8 = 3x4 j 2 — 34 5 6 �� p N _ r N , A s: 12 11 10 9 8 7 1.5x4 I I 3x4 = 3x4 = 3x4 = 3.5x10 = 2x4 I I 1 1 -9 -12 1 7 -6 -15 1 13 -4 -1 I 19 -3 -0 1 -9 -12 5 -9 -3 5 -9 -3 5 -10 -15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.23 8 -10 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -0.30 8 -10 >758 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.04 7 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /defl = 360 Weight: 97 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -4 -1 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -7 -7 oc bracing. WEBS 2 X 4 SYP No.3 • REACTIONS (Ib /size) 12= 1043/0 -4 -0, 7= 1043/0 -8 -0 Max Horz 12= 30(load case 2) Max Upliftl2=- 603(load case 2), 7=- 619(load case 2) r I b� FORCES (Ib) - First Load Case Only � TOP CHORD 1 -2= -1017, 2 -3= -2675, 3 -4= -2675, 4 -5= -2379, 5 -6= -2379, 6 -7= -968, 1 -12= -1054 BOT CHORD 11- 12 = -5, 10 -11 =946, 9 -10 =2675, 8 -9 =2675, 7 -8 =185 WEBS 2 -11= -786, 4 -10= -431, 5 -8= -514, 2 -10 =1812, 4 -8= -312, 6 -8 =2304, 1 -11 =1350 NOTES • 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 603 Ib uplift at joint 12 and 619 Ib uplift at joint 7. LOAD CASE(S) Standard Job 6173 Truss FGT1 Truss Type FLAT Qty 1 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:13 2003 Page 1 1 -6 -12 4 -7 -12 i 7 -8 -12 i 10 -9 -12 13 -10 -12 16 -11 -12 19-3 -0 1 I l I 1 -6-12 3 -1 -0 3 -1 -0 3 -1 -0 3 -1 -0 3 -1 -0 2 -3 -4 Scale = 1:35.3 4x6 = 3.5x4 = 3x4 = 3x4 = 1x4 II 5x7 = 3x4 = 3x8 = 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 2.5x4 II 6x6 = 5x6 = 3x4 = 3x8 = 3x4 = 6x6 = 2.25x8 II 3.5x4 = 1-6-12 I 4 -7 -12 1 7-8 -12 I 10 -9 -12 I 13 -10 -12 16 -11 -12 19 -3-0 I I 1 -6-12 3 -1 -0 3 -1 -0 3 -1 -0 3 -1-0 3 -1 -0 2 -3 -4 Plate Offsets (X,Y): [6:0-2-4,0-3-0], [10:0-2-4,0-4-4], [16:0-2-8,0-4-4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) 0.44 12 -13 >516 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.57 12 -13 >399 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.06 9 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -2 -4 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2ND 'Except' BOT CHORD Rigid ceiling directly applied or 4 -4 -11 oc bracing. 9- 142X6SYPSS WEBS 2 X 4 SYP No.3 *Except* 1-17 2 X 4 SYP No.2ND, 8-9 2 X 4 SYP No.2ND 1 -162X4 SYP No.2ND, 8 -102X4 SYP No.2ND REACTIONS (Ib /size) 17= 2606/0 -8 -0, 9= 2493/0 -4 -0 Max Upliftl7=- 1541(load case 2), 9=- 1474(load case 2) FORCES (Ib) - First Load Case Only % AO v TOP CHORD 1 -17= -2376, 1 -2= -2721, 2 -3= -4585, 3 -4= -5581, 4 -5= -5675, 5 -6= -5675, 6 -7= -5279, 7 -8= -3724, 0.- 8-9= -2229 BOT CHORD 16 -17 =220, 15 -16 =2721, 14 -15 =4585, 13 -14 =4585, 12 -13 =5581, 11 -12 =5239, 10 -11 =3724, 9 -10 =281 WEBS 2 -16= -896, 3 -15= -698, 4 -13= -322, 5 -12= -261, 6 -11= -484, 7 -10= -777, 1 -16 =3360, 2 -15 =2016, 3 -13 =1078, 4 -12 =102, 6 -12 =470, 7 -11 =1681, 8 -10 =4012 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1541 Ib uplift at joint 17 and 1474 Ib uplift at joint 9. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 1507.0Ib down and 891.21b up at 1 -6 -12, and 1507.0Ib down and 891.21b up at 16 -11 -12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Continued on page 2 Job 6173 Truss FGT1 Truss Type FLAT Qty 1 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:13 2003 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 9 -17= -20.0, 1 -8= -90.0 Concentrated Loads (lb) Vert: 16=-1507.0 10=-1507.0 Job 6173 Truss HG5A Truss Type HIP Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:16 2003 Page 1 - - - 5 -0-0 7 -8-0 10-4 -0 15 -4 -0 17 -1 -8 1 -9 -8 5 -0 -0 2 -8 -0 2 -8 -0 5 -0 -0 1 -9 -8 Scale = 1:32.9 3.00 Fl 2 4x4 = 3x8 = 4x4 = 3 4 5 N IN N / �� o - 2 6 .08 1 mini Io 10 9 8 3.5x5 = 3.5x5 = 3x4 = 1x4 II 3x4 = 5 -1 -12 I 7 -8 -0 I 10 -2 -4 15 -4 -0 I 5 - 1 - 12 2 - 6 - 4 2 - 6 - 4 5 - 1 - 12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.86 Vert(LL) 0.23 9 >761 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -0.35 9 >509 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.09 6 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /defl = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -10 -3 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -2 -1 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 1477/0 -8 -0, 6= 1477/0 -8 -0 Max Uplift2=- 1020(load case 2), 6=- 1020(load case 2) FORCES (Ib) - First Load Case Only 1��� TOP CHORD 1 -2 =28, 2 -3= -3672, 3 -4= -3531, 4 -5= -3531, 5 -6= -3672, 6 -7 =28 BOT CHORD 2 -10 =3466, 9 -10 =3943, 8 -9 =3943, 6 -8 =3466 , \\\- WEBS 3 -10 =608, 5 -8 =608, 4 -9 =100, 4 -10= -467, 4 -8= -467 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1020 Ib uplift at joint 2 and 1020 Ib uplift at joint 6. 5) Girder carries hip end with 5 -0 -0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 168.81b up at 10 -4 -0, and 320.8Ib down and 168.81b up at 5 -0 -0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5 =- 142.5, 5 -7= -90.0, 2 -10= -20.0, 8 -10= -31.7, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 Job 6173 Truss H7A Truss Type HIP Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:14 2003 Page 1 -1 -9 -8 7 -0 -0 8 -4 -0 15-4 -0 17 -1 -8 1 -9 -8 7 -0-0 1-4 -0 7 -0-0 1 -9 -8 Scale = 1:32.9 4x12 = 4x7 = 3.00 FIT 3 4 11 12 N N N 2 5 N N a1 N 8 Y li 13 8 7 14 3x5 = 3x5 = 1x4 I 1 3x4 = 7 -1 -12 1 8 -2 -4 I 15 -4 -0 7 -1 -12 1 -0 -8 7 -1 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.23 2 -8 >779 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.39 2 -8 >456 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.06 5 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 63 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -3 -11 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5 -6 -3 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 1479/0 -8 -0, 5= 1479/0 -8 -0 Max Uplift2=- 1019(load case 2), 5=- 1019(load case 2) FORCES (Ib) - First Load Case Only n 1 i\ ' r.\ TOP CHORD 1 -2 =28, 2 -11= -3381, 3 -11= -3268, 3 -4= -3214, 4 -12= -3271, 5 -12= -3383, 5 -6 =28 ,�\ 0 BOT CHORD 2 -13= 3182, 8-13 =3182, 7 -8 =3211, 7 -14 =3184, 5 -14 =3184 WEBS 3-8 =377, 4 -7 =379, 3 -7 =5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1019 Ib uplift at joint 2 and 1019 Ib uplift at joint 5. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 168.81b up at 10 -4 -0, and 320.81b down and 168.8lb up at 5 -0 -0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11= -90.0, 3 -11 =- 142.5, 3 -4 =- 142.5, 4 -12 =- 142.5, 6 -12= -90.0, 2 -13= -20.0, 13 -14= -31.7, 5 -14= -20.0 Concentrated Loads (Ib) Vert: 13=-320.8 14=-320.8 Job 6173 Truss T2 Truss Type COMMON Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:21 2003 Page 1 -1 -9-8 4 -2 -11 i 7 -8 -0 I 11 -1 -5 l 15-4 -0 17 -1 -8 i I I 1 - 4 - - 11 3 -5 -5 3 -5 -5 4 -2 -11 1 -9 -8 i Scale: 3/8 " =1' 4x4 = 3.00 12 4 1.5x4 1.5x4 N 3 5 N 2 6 N N 7 17 110-MI 100-M1 g 8 3x4 = 3x4 = 3x8 = I 7 -8 -0 I 15 -4 -0 7 -8 -0 7 -8 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.09 8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.16 2 -8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.04 6 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /deft = 360 Weight: 70 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4 -1 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6 -10 -3 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 987/0 -8 -0, 6= 987/0 -8 -0 Max Uplift2=- 752(load case 2), 6=- 752(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =28, 2 -3= -1957, 3 -4= -1555, 4 -5= -1555, 5 -6= -1957, 6 -7 =28 `\ 10 BOT CHORD 2-8 =1823, 6-8 =1823 ,��� WEBS 3- 8=- 362, 4-8 =348, 5 -8= -362 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 752 Ib uplift at joint 2 and 752 Ib uplift at joint 6. LOAD CASE(S) Standard Job 6173 Truss T2A Truss Type COMMON Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:21 2003 Page 1 4 -2 -11 1 7 -8 -0 { 11 -1 -5 15 -4-0 I 4 -2 -11 3 -5 -5 3 -5 -5 4 -2 -11 1 Scale = 1:26.7 4x4 = 3.00 12 3 1.5x4 1.5x4 c. c. 1 4 5 N N O 3x4 = 3x4 = 3x8 = 7 -8 -0 1 15 -4 -0 7 -8 -0 7 -8 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.31 Vert(LL) 0.12 6 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.19 1 -6 >935 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.05 5 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /deft = 360 Weight: 60 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -11 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5 -7 -8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 807/0 -8 -0, 5= 807/0 -8 -0 Max Upliftl=- 425(Ioad case 2), 5=- 425(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -2115, 2 -3= -1659, 3- 4= -1659, 4 -5= -2115 1�0� BOT CHORD 1 -6 =1994, 5 -6 =1994 2� ,, WEBS 2- 6 = -438, 3 -6 =418, 4- 6 = -438 0" NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 Ib uplift at joint 1 and 425 Ib uplift at joint 5. LOAD CASE(S) Standard Job 6173 Truss HG5B Truss Type HIP Qty 1 Ply 2 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:17 2003 Page 1 -1 -9-8 5 -0 -0 I 7 -4 -9 9 -7 -7 � 12 -0 -0 17 -0 -0 1 -9-8 5 -0-0 2 -4 -9 2 -2 -13 2 -4 -9 5 -0 -0 Scale = 1:33.5 3.001 6x8 = 3x4 = 1x4 I I 5x8 = 3 4 5 6 r*: 2 N — \ ..de 7 N 1 ' - ii - 3x12 • 12 11 10 9 8 3.5x10 = 3x9 11 6x6 = 3x8 = 7x6 WB = 2.25x8 H I 1 5 -1 -12 i 7 -4 -9 1 9 -7 -7 { 11 -10 -4 1 17 -0 -0 5 -1 -12 2 -2 -13 2 -2 -13 2 -2 -13 5 -1 -12 Plate Offsets (X,Y): [3:0- 5- 4,0- 2 -12], [6:0- 5- 4,0 -2 -12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 CSI TC 0.64 BC 0.88 WB 0.48 (Matrix) DEFL in (loc) I /deft Vert(LL) 0.49 10 -11 >402 Vert(TL) -0.70 10 -11 >282 Horz(TL) 0.11 7 n/a 1st LC LL Min I /deft = 360 PLATES GRIP M1120 249/190 Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 2 -8 -6 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 5 -7 -15 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (lb /size) 7= 5673/0 -4 -0, 2= 5339/0 -8 -0 Max Horz 2= 69(load case 2) �� c\ $ r l Max Uplift7=- 2792(load case 2), 2=- 2953(load case 2) FORCES (Ib) - First Load Case Only 0 TOP CHORD 1 -2 =35, 2 -3 =- 17520, 3 -4 =- 19846, 4 -5 =- 18881, 5 -6 =- 18881, 6 -7= -16654 BOT CHORD 2 -12= 16835, 11 -12= 17160, 10-11=19846, 9 -10= 16342, 8 -9= 16342, 7 -8 =16068 WEBS 3 -12 =2848, 6-8 =2403, 4 -11= 201, 5-10= -222, 3 -11 =3042, 4 -10= -1110, 6 -10 =2877 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 4) Provide adequate drainage to prevent water ponding. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2792 Ib uplift at joint 7 and 2953 Ib uplift at joint 2. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 166.61b up at 12 -0 -0, and 2813.81b down and 1465.31b up at 5 -0 -0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 Job 6173 Truss HG5B Truss Type HIP Qty 1 Ply 2 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:17 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) • Vert: 1 -3= -90.0, 3 -6 =- 142.5, 6 -7= -90.0, 2 -12= -20.0, 8 -12 =- 496.9, 7 -8= 485.2 Concentrated Loads (lb) Vert: 12 =- 2813.8 8= -320.8 Job 6173 Truss MG1 Truss Type MONO TRUSS Qty 2 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:19 2003 Page 1 1.5x4 II 5 -0 -0 2 5 -0 -0 Sc. - :8.5 3.00 rfy N h 1 3x4 — 5 -0 -0 2x4 I I 5 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.09 1 -3 >608 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.12 1 -3 >445 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 1 -3 -0 oc bracing. WEBS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 1= 1057/0 -8 -0, 3= 1057/0 -4 -0 Max Horz 1= 105(load case 2) AO Max Upliftl =- 574(load case 2), 3=- 602(load case 2) t, FORCES (Ib) - First Load Case Only 0- TOP CHORD 1 -2 =43, 2- 3 = -203 BOT CHORD 1 -3 =0 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.0psf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 Ib uplift at joint 1 and 602 Ib uplift at joint 3. 3) Girder carries tie -in span(s): 15 -4 -0 from 0 -0 -0 to 5 -0 -0 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =- 377.5, 1 -2= -90.0 Job 6173 Truss J1 Truss Type JACK Qty 12 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:18 2003 Page 1 3 -1 -9 -8 1 -0 -0 1 1 -9 -8 1 -0 -0 Scale = ':4.8 3.00 I 12 2 < iiiiiiiiiiiiiiiiiiiiiiiilli F 1-0-0 i 2x5 = 1 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) n/a - n/a M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.08 1 >272 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min 1 /defl = 360 Weight: 8 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3 =- 110/0 -4 -0, 2= 356/0 -8 -0, 4= 9/0 -4 -0 Max Horz 2= 84(load case 2) Max Uplift3=- 110(load case 1), 2=- 590(load case 2) n00 Max Grav3= 244(load case 2), 2= 356(load case 1), 4= 9(load case 1) 0 FORCES (Ib) - First Load Case Only 3�� TOP CHORD 1 -2 =28, 2 -3 = -68 BOT CHORD 2 -4 =0 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 3 and 590 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard Job 6173 Truss J3 Truss Type JACK Qty 11 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:18 2003 Page 1 -1-9-8 3 -0 -0 N 1 -9 -8 3 -0 -0 3 Scale = 3.00 12 1:8.2 2 � T■Al 2x5 = 3-0-0 3 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.64 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I /deft Vert(LL) n/a - n/a Vert(TL) 0.19 1 >128 Horz(TL) -0.00 3 n/a 1st LC LL Min I /defl = 360 PLATES GRIP M1120 249/190 Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3= 40/0 -4-0, 2= 390/0 -8 -0, 4= 25/0 -4 -0 Max Horz 2= 124(load case 2) Max Uplift2=- 532(load case 2) FORCES (Ib) - First Load Case Only \\\- `1j 1�0 TOP CHORD 1-2=28, BOT CHORD 2 -4 =0 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard Job 6173 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss J3A Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:18 2003 Page 1 2x5 = Truss Type JACK SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.15 BC 0.03 WB 0.00 (Matrix) REACTIONS (Ib /size) 1= 147/0 -4 -0, 2= 120/0 -4 -0, 3= 27/0 -4 -0 Max Horz 1= 69(load case 2) Max Upliftl =- 76(load case 2), 2=- 110(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =28 BOT CHORD 1 -3 =0 LOAD CASE(S) Standard 3 -0 -0 3 -0 -0 3.00 12 3 -0 -0 3 -0-0 Qty 1 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Ply 1 DEFL in (loc) I /defl Vert(LL) n/a - n/a Vert(TL) -0.00 1 -3 >999 Horz(TL) -0.00 2 n/a 1st LC LL Min I /defl = 360 F- ERNANDEZ - O'NEIL Job Reference (optional) NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 1 and 110 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 2 PLATES M 1120 Weight: 9 Ib GRIP Scale = 1:6.5 249/190 Sheathed or 3 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Job 6173 Truss J5 Truss Type JACK Qty 19 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:19 2003 Page 1 -1 -9 -8 5 -0 -0 1 -9 -8 5 -0 -0 Scale = 1:11.6 3 3.00 12 '/ CV h 2 . 1 11 .U., 11 11111°.' .41111111 tah■m" W. 2x5 = 5 -0 -0 5 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) n/a - n/a M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) 0.17 1 >141 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I /deft = 360 Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 3= 162/0 -4 -0, 2= 468/0 -8 -0, 4= 45/0 -4 -0 Max Horz 2= 166(load case 2) Max Uplift3=- 110(load case 2), 2=- 532(load case 2) O ,� � TOP CHORD 1-2=28, i Load 2 Case �` � BOT CHORD 2 -4 =0 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.Opsf; BCDL= 5.0psf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 3 and 532 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard Job 6173 Truss CJ5 Truss Type MONO TRUSS Qty 6 Ply 1 F- ERNANDEZ - O'NEIL Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Feb 6 2003 MiTek Industries, Inc. Wed Jul 30 09:20:12 2003 Page 1 -2 -6 -7 1 3 -10-3 6 -10 -13 7.0 -13 1 2-6 -7 3 -10 -3 3 -0 -10 0 -2 -0 Scale = 1:17.1 1.5x4 I I 2.12 12 4 5 1x7 = N 2.25x8 = 9 2 CV v 1 88 A _ Cl 3x6 2.5x4 = = -0r1r8 6 -10 -13 0 -1 -8 6 -10 -13 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.31 Vert(LL) n/a - n/a M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.09 2 -7 >882 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.02 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 360 Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.2ND *Except* 3-7 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND REACTIONS (Ib /size) 2= 459/0 -8 -0, 7= 412/0 -4 -0, 8 =0 /Mechanical Max Horz 2= 122(load case 2) g��� Max Uplift2=- 305(load case 2), 7=- 271(load case 2) � a FORCES (Ib) - First Load Case Only TOP CHORD 1 -9 =23, 2 -9 =23, 2 -3= -390, 3 -4 =28, 4 -5 = -8, 4 -7= -254 BOT CHORD 2 -7 =350, 6 -7 =0 WEBS 3- 7 = -358, 1 -8 =0 NOTES • 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 Ib uplift at joint 2 and 271 Ib uplift at joint 7. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -9= -90.0 Trapezoidal Loads (plf) Vert: 2=- 1.6 -to -6= -34.5, 9=- 0.0- to -4 =- 148.4, 4 =- 148.4 -to -5= -155.3 GRADE OF LUMBER 10 PSF SOFFIT 2 PSF SOFFIT 2X4 2X6 2X4 2X6 No.2ND 19 SP 2 -8 -3 3 -10 -11 2- 8-3 1 -2 -9 No.2 19 SP 2 -9 -15 1-0-11 2 -10 - 0 4-1-11 3 -0 - 2 4 -4 -7 3 -0 -0 1-8-12 No,20 19 SP No.1NO 19 SP 3 -0 - 2 4-5 - 6 3 - 0 -0 4 -8 -II No. l 19 SP 3 -1 -11 4-7 -15 3-0-0 4 1-9-13 No.1D 19 SP 3 - 3-0 1-9-10 3-t -8 4'L0 3 - 2 - 4 . 5 -0 -Q 3 -0 4.9 -1.3 NOSS 19 SP SS 19 SP 3 -3 -0 5-1 -5 • 3 -1- 6. 4 -10 -I5 5 - 2 - 6 3 '-2 -15 4- -II -15 DSS 19 SP :» - 3 -II MINIMUM GRADE OF LUMBER T.C. 2X4 No:2ND 19 SP 6.C. 2X4 No:2ND 19 SP Webs 2X1 No.3 19 SP vAXI (ASCE. -7 /93 , l l0 MPU WIND @ 15, CAT C ,3 rh ? Tara. ago L. 1 33'/. Dur:' - + , � � � � , c ;,;(1 IC, . . 1 1 • . No.36205 . LOADING L (PSF) TOP 30 15 BOTTOM 0 j0 SPACING: 21 IncF1 0.C. OVERHANG WITHOUT RETURN DEFL.< LJ240 TPI -9` Grit, .5 F.1?).c: 951 STR. INCR. 33 X DRAWN BY U.A. CHECKED BY I JAI REP. STRESS YES vUM OVERHANGS, J p . OPTIONAL 1— RETURN c3 o MITek Industries Inc. 12 G.CD MAX. PREY. ur Muni u9 = gyp:. LEDGER BOLTED TO THE TIE BEAM (BY BLDR) ( IAA 1 bE OM IT FOR_ OA. 2. .q") OVERHANG WITH RETURN Approved for M TA 0 ER E 0 uslrles Tnc. • "• REV. 4 30`% J41 (f ` pi >� ) REV 10 /13/98 J AI (h7(.C. , (c.1 -!) 1 , :.95) TOP CI.10RD COMIECT1011: 5'3' JACKS - i,2 0 I :AIL`. 3'i.)' 8 1'0' JACKS - 2.0 - 1) . :;,IL:-; 12 IiIN. r' - P - 1e I S. 5OTTOH CHCiriD Cyr :'4_I;T :C114: / 2.3-0 1 L OADING L (PSE) TOP 30 15 DOT TON 0 10 SPACING : 21' 0.C. COIM•Oid ,.);■CK REACTION - SIZE 1 -•5e3 :5 1- -129 I. -16i 1.5 10.27 3X1 { MINH GRADE OF LUI T 2X1 110.2 19 SP O.C. 2X 1 116.2 19 SP Webs 2X1 1.1o.3 19 Si' 5-5-0 I1YE. TICS O= -S10 1u.5 03Ew C'EC,: -- 11111 170 l.hl v110 X040. L'ALL IL:I'll1 10 I'r PAX. rRO4•IO_ r:f1 v1.1; I 4I 0= 4RIu3 _411_ CO•N =:l IDIS • 150 t_ °S J.1 COnM31l JACIS L HIT InJus r lo Inc. IN- 22 Cr'II. SS13C sin. IUCa. 1 33 Z DRAM 3Y I All CIECKC0 L''! : JAI PCP. STRtESS: NI) /0" COI NPR SE - I 2 3x1 2X3. 5 9- 10-12 IJ U) CNNER JACK ' 2 OPTIONAL VERT. CORNER JACK — C0111 JAL): I T 1'i) PARTIAL ROOF LAYOUT 1•i. 141 ,. � - (TOUGLE 0E: CUT AT TI I110 O1= TOP /.NO BOTTOM CI 10: ,US. 1-5-3 2X:3 3 1 L i /.I Coal *: .i...I.l:j 7 :` \\ i \\ --;.N.- . ;� it :e f • Z • � V) 1 r I f I {v. 13GSiI � / � / A r r u 1,1C-0 NAIL'S r ;..11i�ro.'eJ .)1;\ �\ cf 1rIE'S Ilit:. SUP r'OR TING— r u$sEs VAU.CY TRUSSES l 1 PARTIAL ROOF LAYOUT Supporting Truss LOADING L (PSF) TOP 30 15 LIO1TOM 0 10 SPACINC:G4 In O.C, 1.A1\12AHD HUU k=BC- 95 Revised: 7/7/;x+ STR, INCR.: .33% DRAWN 8Y: P.G. CHECKED BY: J.A.I. REP, STRESS:YES 12_ J pitch 4 to 7 MINIMUM GRADE OF LUMBER TPI -92 Crit. T.C. 2x4 No. 2ND 19 SP B.-C. 2X4 No. 2ND 19 SP 4'ebs 2X4 No. 3 19 SP VALLEY AREA Valley trusses at 2' ---0" o,c max, 6" wedge nailed to truss w /2 -8d toe nails or bevel. cut bottom chord of volley truss. 2x3 (typ) Strop ® 48" • o.c. see note (c) below 3 MiTek Industries Inc, • VALLL \( UE JAI MCP AACD BY WAN' Cf1 See note ( 5x6 spl. (typ) Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to corulect to trusses below. 4x4 3x6 spl, (typ) Supporting trusses at 2' -0" o.c. mox NOTES: (o) Provide continuous brocing on verticols over V-3 ", Connect brocing to verticols w /2 -8d noils and brocing must be tied to o fixed point of each end. (b) Max, spacing for vertical studs= 8' -0" On trusses with spans over 24' --0" the vertical should be spaced. at 6' -0" o.c. max. (c) Conn. for wind uplift w/ min. 1 1/4 ", 16 go. twist strap at 4'--0" intervols w /4, 10d noils eoch side of strop, Mox 120 mph wind speed, '20' -0" mox .. won height. Approved for MiTek Industries Inc. Joints Spans u9 to I, :/ • ;...;-30 ' 0 3bra 42'0" - ., __ _ A 3x4 3x5 • 4x5 • B 5x4 5x6 Sx6 C 2x3 2x3 2.x4 D • 5x4 5x6 5x6 Web Bracing Chart d Web Length Bracing R q' d To 4 No Bracing To 8 =ce' • • ._ 2.e4T -Brace (Sane grade end i length as vela) ' attach w /84 . •nails-8" o.c. Piggy Back.Luaber Chords: 2x4 1 2 So. Pine Webs: 2x4 / 3 So. Pine Q Use 3xb nail on plates on each face w /6d, 1 1/2" long, 11 Cage Nails per plate ,as e1- r„e-k -6 ,jo∎rrt `L' 2x4 continous_ bracing spaced at 2'0" o.c. Ea._. attach Lo ;.op or bottam chord of supportipg`:trvss with 2 -10d nails each.6macloy {� z-E_Q,t :1ri 2/` t • Lr •j -1...1m5 : ern 1-9 e P_. tAcce yr &re .roe . LCAO1}.;C (FSF) TCP TLS- DEAL' - 1 EDTTOM i 0 rnTil -c C._ 1 INC. 33 X 2' -o" P:TcH A6 a StrIXSD i .1` Y 2x 3 'trR 1�L 721 e. )tic -iG C 2'•O' C.C. 42 - c' rru x. P; � (/18P -CK e PrrJ SCALE N.A. SACING 24 " O.C TF1'b5 CSEA ALLOkAELE ST$ ES° � �� L s i . • , l . _. 4' -0' (Ax "TN z 07 TAP C.RCI.O ter ■est. :i!J E I RJ fs i DESIENEO SY r< CFECXED EY aRsE # OSEN,F£DUEST # Joist I Truss Size USP Stock No. Ref. Co. Steel Gauge 'Dimensions • Fastener Schaffule Allowable Loads (Lbs.) W H Header .' Truss . Floor Roof Uplifi 100% 115% 125% 133% 160% 2 x 6 EHUH26 -- --. 14 1 -5/8 5-1/4 (20) 16d (10) 10d x 1 -1/2 2385 2385 2385 1200 1200 EHUH26 -N -- -- 14 1 -5/8 5 -1/4 (20) NA21 (10) NA21 2380 2735 2975 1415 1700 2 x 8 EHUH28 -- -- 14 1 -5/8 7 -1/4 (28) 16d (14) 10d x 1 -1/2 3470 3470 3470 1720 1845 EHU1I28 -N - - 14 1-5/8 7 -1/4 (28) NA21 (14) NA21 3330 3830 4110 1980 2375 2 x 10 EHUH210 -- -- 14 1 -5/8 9-1/4 (32) 16d (16) 10d x 1 -1/2 3965 3965 3965 1965 2110 EHUH210 -N -- . 14 1 -5/8 9 -1/4 (32) NA21 . (16) NA21 3810 4380 4700 2260 2715 (2) 2 x 6 EHUH26-2 -- -- 14 3 -1/8 5-3/8 (22) 16d (11)10d . 2875. 2875 2875 1680 1690 EHUH26 -2N -- - 14 3 -1/8 5 -3/8 (22) NA21 (11) NA21 2620 3010 3275 1745 2095 (2) 2 x 8 EHUH28 -2 -- -- 14 3 -1/8 7 -3/8 (32) 16d (14) 10d 4185 4185 4185 2140 2155 EHUH28-2N -- -- 14 3 -1 /8 7 -3/8 (32) NA21 (14) NA21 3810 4380 4760 2220 2665 (2) 2 x 10 EHUH210 -2 - -- 14 3-1/8 9-3/8 (40) 16d (16) 10d 5190 5190 5190 2445 2715 EHUH210.2N - -- 14 3-1/8 9 -3/8 (40) NA21 (16) NA21 • 4760 5335 5335 2540 2850 (3) 2 x 8 'EHUH28-3 -- -- 14 5 -118 7 -1/4 (40) 16d (16) 10d 5190 5190 5190 24.45 2715 EHUH28 -3N -- -- 14 5.1/8 7 -1/4 (40) NA21 (16) NA21 4760 5335 5335 2540 2850 4 x 6 EHUH46 -- -- 14 3-9/16 5-1/8 (22) 16d (11) 10d 2875 2875 2875 1680 1690 EHUH46 -N - -- 14 3-9/16 5.1/8 (22) NA21 (11) NA21 2620 3010 3275 1745 2095 4 x 8 EHUH48 - -- 14 3-9/16 7 -1/8 (32) 16d (14) 10d 4185 4185 4185 2140 2155 EHUH48 -N - - 14 3-9/16 7 -1 /8 (32) NA21 (14) NA21 3810 4380 4760 2220 2665 4 x 10 EHUH410 -- -- 14 3-9/16 9-1/8 (40) 16d (16) 10d 5190 5190 5190 1530 1840 EHUH410 -N -- -- 14 3 -9/16 9 -1/8 (40) NA21 (16) NA21 4760 5335 5335 2540 2950 36 Lumber Connectors- A GIBRALTAR COMPANY • Typical EHUH26 installation EHUH26 San Francisco Offi ;c 1 -800- 227 -0470 Customer Service / Technical Assistance Minneapolis Corporate Office 1- 800 - 328 -5934 Heavy -Duty Face Mount Truss Hangers — EHUH & EHUH_N series The EHUH & EHUH -N hangers are designed for medium to heavy concentrated bad conditions. Available in 2x, double 2x and 4x lumber or truss sizes. Materials: 14 gauge Finish: G60 galvanizing Codes: ICBO, SBCCI, BOCA NER 532 Dade County, FL 97- 0205.03 Installation: • Use all specified fasteners. See General Notes, page 4. • Nail -thru holes provided on joist flanges allow full length joist nailing. • 16d sinkers (9 gauge x 3 ") may be used where 10d commons are specified with no load reductions. Typical EHUH28 -2 installation 1 I upon toads n ave Deen Increased 33 1/3 % c 69 % f or wind or seismic loads; no further increase shall be permitted. 2) Minimum nail panetralion shall be 1- 15/16" I?: i 6 nails and 1 -3/4" for NA21 nails. 3) 10d x 1 -1 /2 nails are 9 gauge (0.148 diamet -r) by 1.1/2 long. 4) NA21 nails are 6 gauge (0.192 diameter) by 1.3/4" long and are included with EHUH -N hangers. Nai: -t.hru holes Tampa Office 1 -800- 443 -6442 EHUH28 -2 See ANSI/TPI section for truss chord applications: pages 42 -44 Size USP Stock No Ref. No Steel Gauge Dimensions Fastener rSchedule Allowable 1 oads (Lbs.) Strap Box W 11 , D Header.* .;Joist ' 1 . Ply , 2 P y Of Greater Uplift' 1001 115 %. i125% 100%. • +115% '125% 133% 160% 2 x 18 HHP218UR -- -- 14 16 1 -9/16 18 3 (18) 10d (4) 10d 1735 1995 1995 2400 2400 2400 505 605 (18) 16d (4) 16d 1890 2170 2170 2400 2400 2400 560 670 (9) 10d (4) 10d 865 995 995 1025 1180 1180 505 605 (9) 16d (4) 16d 945 1085 1085 1225 1405 1405 560 670 4 x 18 HHP418UR -- -- 14 16 3 -9/16 18 3 (18) 10d (4)10d 1735 1995 1995 2400 2400 2400 595 675 (18) 16d (4) 16d 1890 2170 2170 2400 2400 2400 675 675 (9) 10d (4) 10d 865 995 995 1025 1180 1180 595 675 (9) 16d (4) 164 945 1085 1085 1225 1405 1405 675 675 Joist I Truss Size USP. Stock No. Ref. No. Steel Gauge pimensi9ps ' ' Fastener :Schedule = . .Allowable Loads-'(Lps) . W 1`H{ ljeader Floor •Roof' Uplifti.: Trussl 100,% 115%:! 125°!.': ':133%: 1601 2 x 6 TUH26 -- -- 16 1 -9/16 5 -5/16 (16) 16d (8) 16d 3040 3040 3040 1350 1350 2 x 8 TUH28 -- -- 16 1 -9/16 7 -1/16 (22) 16d (10) 16d 3650 3650 3650 1910 1910 (2) 2 x 6 TUH26-2 -- -- 16 3.118 5-1/4 (16) 16d (8) 16d 3040 3040 3040 1350 1350 (2) 2 x 8 TUH28-2 -- -- 16 3-1/8 7 (22) 16d (10) 16d 3650 3650 3650 1910 1910 www.USPconnectors.com e -mail: info@USPconnector5.cclrl Skewed 45° Hip Truss Hangers — HHP series Nail -on 45° hip truss hanger for med'um -duty concentrated load conditions. Extended back plate design nails to the vertical web (2x6 min.) of the support truss. Available in left (L) or right (R) configurations. Materials: See chart Finish: USP Primer Codes: Dade County, FL 98-1 rga ,,...°. Installation: • Use all specified fasteners. See General Notes, page 4. • 2x6 minimum vertical web required, • Nail -thru holes provided on joist flanges allow full length joist nailing. • led sinkers (9 gauge x 3 ") may be used where 1Od commons are specified with no load reductions. Typical HHP218R installation 1) Uplift loads have been increased 33.1137 or 60% for wind or seismic loads; no further increase shall be permitted. 2) Minimum nail penetration shall be 1.314" for 10d nails and 1- 15/16" for 16d nails. 3) Minimum header thickness shall be 3 - . Slant Nail Truss Hangers — TUH series The TUH series offers double shear nailing, which provides higher Toad values with reduced nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: 16 gauge Finish: G60 galvanizing Codes: SBCCI, BOCA— NER 568 Dade County, FL 99- 0916.04 °3 • °° °b Installation: • Use all specified fasteners. See General Notes, page 4. 3 ' • The dimple nail guides on the TUH models allow 45° nailing. TUH28 - Drive joist nails into dimple guides at 45° to achieve listed loads. See ANSI/TPI section for truss cho•d applications: pages 42 -44 TUH26 1) Uplift loads have been increased 33.1/3% or 60% for wind or seismic loads; no further increase sha I be permitted. 2) Minimum nail penetration is 1-15/16' for 16d nails. 3) Nails must be driven at a 45° angle through joist or truss into header to achieve the table loads. )Copyright 2000 United Steel Products Company Plated Truss H Nail -thru holcs HHP418R Typical TUH26 installation It,yl F 1 Ic + y Drive joist nails Into header at 45° to achieve listed loads. USP827-001 39 USP Stock No. Ref. No. Steel Gauge Dimensions . Fastener Schedule Allowable Loads (Lbs.) ,W - . H D • Bolts? ' Nails 100% 115% 125% Up Ift1 Girder Block .. Carded Member 133% 160% HSU40 - - 7 3 -1/4 22-1/2 6 (5) 3/4 (2) 3/4 (8) 10d 7040 7100 7100 6250 6250 HSU80 -- -- 7 4-7/8 25-1/2 6 (6) 3/4 (2) 3/4 (8) 10d 8445 9715 10560 9715 10000 HSU100 -- •- 7 7 25 -1/2 6 (6) 3/4 (2) 3/4 (8) 10d 8445 9715 10560 9715 11690 HSUS4016 - 7 3 -1/4 16 5 (22) WS3 (16) WS3 - - -- 7390 8500 9240 6805 8165 HSUS8016 -- - 7 4 -7/8 16 5 (28) WS3 (24) WS3 -- -- 9410 10820 11760 10200 11760 HSUS10016 -- -• 7 7 16 5 (28) WS3 (24) WS3 -- -- 9410 10820 11760 10200 11760 38 11% P San Francisco Office Lumber 1 -800- 227 -0470 Connectors t " A GIBRALTAR COMPANY Typical HSU40 installation HSU40 E SU100 Customer Service / Technical Assistance Minneapolis Corporate Office 1 -800- 328 -5934 High Uplift Girder Truss Hangers — HSU & HSUS series The HSU and HSUS series girder -to- girder hangers feature high uplift capacities along with high gravity load ratings. The HSU utilizes bolting through the vertical member of the supported truss, which spreads the Toad more effectively throughout the multiple truss members. The HSUS is a low profile version, which utilizes USP's WS3 Wood Screw, (shown on page 8). Materials: See chart Finish: USP Primer Codes: ICBO, SBCCI, BOCA— NER 532 Dade County, FL 98- 0717.03 & 98- 1216.07 (g=inmauszsar. Installation: • Use all specified fasteners. See General Notes, page 4. • WS3 wood screws are included with hangers where specified. HSUS4016 Tampa Office 1- 800 -443 -6442 HSUS10016 Bolts must be ordered separately. See page 9 for available sizes. 1) Uplift loads hava t :nn ncreased 33 -1/3% or 60% for wind or seismic loads; no further increace shall be permitted. 2) Bolts shall confor. . to ASTM A 307 or better. 3) HSU series 3/4"1 bolts and HSUS WS3 wood screws require a minimum 3" wood penetration. 4) HSU and HSUS Si:. gs require minimum 2 x 6 vertical member; except HSU100 and HSUS10316 require a minimum 2 x 8 vertical member. 5) WS3 wood screw ; am 1/4" x 3" long and are included with the HSUS hangers. This safety alert symbol is used to attract your A attention! PERSONAL SAFETY IS !: , 'VOLVED! When you see this symbol - BECOME Al.ERT - HEED ITS MESSAGE. A CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, buildinci contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend there recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a partic.ular roof orfloor. These recommendations are based upon the collective experie.t:e of leading technical CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad A vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood. Trusses, HIB -91" from the Truss Plate Institute. A Trusses stored horizontally should be sup- ported on blocking to prevent exu .ssive lateral bending and lessen moisture gain. WARNING: Do Mot break banding until installa- tion begins or lift.. bundled trusses by the bands. WARNING: Do rot use damage: trusses. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe wood truss industry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers. and others. Copyright m by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2 -16d nails. All trusses assumed 2' on- center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. /J Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced. DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Tag Line Spreader Bar A A WARNING: Do not attach cab' s, chains, or hooks to the web members. 60° 7 or less nd brace (EB)' Ground brace lateral (LBO I I Approximately '/2 truss length Less than or equal to 60' Less than or equal to 60' Approximately 1 /2 to 3/4 truss length � I Approximately '/z truss length Truss spans less than 30'. Spreader Bar Toe In Nat IV IOC Approximately 1 /2 to Y.i truss len th Toe In Ta , Lir.3 N N Tag Line MECHANICAL= INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. WARNING: Do not lift single trusses with spans greater than 30' by the peak. Tag Line At or above mid - height Tag Line Strongback/ SpreaderBar Strongback/ Sp:eaderBar Approxima ely 3/4 10 3/4 truss length Greater than 60' 1 0' I 12110 Approximately i', to Y4 truss length Greater than 60' CAUTION: Temporary bracing shown In this summary sheet is adequate for the installation of trusses with similar configur.:tions. Consult a registered professional engineer if a different bracing arrangement. Is desir3d. The engineer may design bracing in accordance with TPI's Recommended Design Sped ►cation for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible. GROUND BRACING:BUILDING IN ERIOR Gri.:ind brace ivc:`.:cal (GBV) Grown : brace diago ids (GBD) Note: 2" floor. ayatelr, eh .:1 have adequate capacity to sup :•rt ground 2nd floor 1 at floor Backup ground stake Driven ground atakeu / CAUTION: Ground bracing required for all instaII tions. Frame 2 • Typical vertical attachment 9 /7 i Strut (5T) 10' 10' GROUND BRACING: BUILDING EXTERIOR Plan r i Blocking Typical horizontal tie member with \. multiple stakes (MT) r -- End Wall Side Ground Brace Verticals GBV) / ;' Ground \ brace \ lattruaa of bracec lateral (LB0) '- group of trueaea End brace (EB) i SPAN MINIMUM PITCH DIFFERENCE TOP CHORD . .: LATERAL BRACE SPACING(LBS) . TOP CHORD DIAGONALBRACE SPACING'(DBS) ( #' trusses] :.' SP,DF SPF /HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required i Top chords that are laterally braced can buckle together and cause collapse if there la no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. S A 4 O WARNING: Failure to follow these recommendations could result in severe personal Injury or damage to trusses or buildings. SP - Southern Pine SPF - Spruce- Pine -Fir 12 4 or greater All lateral braces lapped at least 2 trusses. Frame 3 SPAN:;. Up to 32' Over 32' - 48' Over 48' - 60' Over 60' TOP CHORD TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DBS) PITCH SPACING(LBs) [# trusses] 4/12 4/12 4/12 8' 6' 5 SP /DF 20 10 6 SPF /HF 15 7 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 12 5 r 9' SP - Southern Pine SPF - Spruce- Pine -Fir Continuous Top Chord Lateral Brace \�/ /\ 10' or Greatl r / I PITCHED TRUSS Top chordo that are laterally braced can buckle together and ca ueo collapse if there le no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBs) (# trusses] SP /DF SPF /HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer P' =45 Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. -- WEB MEMBER PLANE 12 --� 4 or greater A WARNING: Fa;:ureto follow these recommendations could result in severe persord injury or damage to trusses or buildings. Permanent continuous lateral bracinr. as specified by the truss engineer°ng. 0 Frame 4 DF • Douglas Fir -Larch HF - Hem -Fir BOTTOM CHORD PLANE SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at (east 2 trusses. Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING(DBS) l# trusses] SF /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer 111111• All lateral • ,rI braces lapped at least two _- vusses. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir /.// The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle together and cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed 10 the underside of the top chord when purlin are attached to the topside of the lop chord. End diagonals are''essential for stabiliiy and must be duplicated on both ends of the truss system. End diagonals are essential for . stability and must be duplicated o n • . both ends of the truss system. 2x4/2x6 PARALLEL CHORD TRUSS' Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. WARNING: Fa ;iure follow these recommendations could result in severe person <I injury or damage to trusses or buildings. All lateral braces lapped _. at least two trusses. Frame 5 3 0'03 0 Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required Continuous ___- Top Chord Lateral Brace Required __ ... _� 10" or Greater Attachment Required _ 30" or ; greater 31 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(in) D /5'. TOP CHORD TOP CHORD DIACONAL BRACE 1/ MINIMUM LATERAL BRACE SPA.:ING (DBS) SPAN PITCH SP.4CING(LBs) !.'. trusses] SP /DF 48" SPF /HF to 24' 3/12 8' t ;' 12 ... 11p Over 24' - 42' 3/12 7' , 0 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D /5'. D(ft) 12" 1/ 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4 ' 5' 72" 1-1/2" 6' 84" 1 - 3/4" 7' 96" 2" 8' 108" 2" 9' L(in) L/200 L(11) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 L!ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' • DF - Douglas Fir -Larch HF - Hem -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buck'.: togolhera nd cause collapse if there le no diag..- nal bracing. Diagonal bracing should be nailed to the underside ot the top chord when purlirIs are attached to the topside ot the top chord. MONO TRUSS Truss Depth D(in) Maximum Misplacement PLUMB SP - Southern Pine SPF - Spruce - Pine -Fir Lesser of D /50 or 2" Plumb Line WARNING: Fai'" Ire to follow these recommendations could result in severe personi i injury or damage to trusses or buildings. OUT -OF -PLUMB INSTALLATION TOLERAt:CES. WARNING: Do not cut trus' • �s. DISTALLATION TOLERANCES: ±I/ F Frame 6 L(in) 12 — I 3 or / greater / (" <tN e• / / fie Length L(In) Lesser of L/200 or 2" Continuous Top Chord Lateral Brace Required Attachment Required L(in) OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at (east 2 trusses. 10" or Greater BOW t Lesser of L/200 or 2" DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. APPLICATION FOR BUILDING PERMIT Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the build. ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida. and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Owner's Namc and Address ...M.R S...U.. .._.. _ .... No —. Street — Registered Architect and /or Engineer �. • Name and address of licensed contractor...I R.h .f..L.:Y_......R- Q.Q..E,-iY..& e...0 .'..... Q 5_ -- Location and legal description of lot to be built on: Lot Block Subdivision ....._ Street and Number where work is to be done /699 .,N: E . ' 2 git State work to be done and purpose of building (by floors )...- . ___..I..e_X. .L2 _..._ and for no other purpose. New Building Remodeling Addition Repairs No. of Stories To be constructed of Kind of foundation Roof Covering 2 3. fey' ..._.._ Estimated Total cost of improvements S Amount of Permit S. Zone cubage required plan Cubage Distance to next nearest building Size. of Building Lot Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for chit building permit does hereby certify that he understands and accepts his obligations as an employer of labur under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this pcnnit, as are licensed by Miami Shores Village. „ Remarks (Signed) -;L•2C STATE OF FLORIDA, COUNTY OF DADE. ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are true. Permit No._ _ 5 �`' reA � Date ') Read, Sworn to and Subscribed before me. Disapproved .. ..4� ( Date.. (Signed) Building Inspector MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT /34.37 to me well known, Notary Public, State of Florida My Commission Expires PLANNING BOARD DATE Chairman Member \lcrr4bcr Member Member ...... _ - - - -._ ...._ Member ...._ ............. _ �.._..._ Council Approved Date Disapproved Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning hoard. A re inspection fee of 31.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or workmanship. MIAMI SHORES VILLAGE, FLORIDA BUILDING ❑ DATE / '' i * .5 J 1 95 ELECTRICAL ❑ PERMIT N? 14148 Contractor's PLUMBING ❑ License No ROOFING ❑ Work to be performed under this Permit Owner of Building c Architect Contractor r : or Builder mss,. -•e. "• ' ;- "" " Legal Lot II Bi. Description Address of f Value of Amt. of V Building 1 J ` ( ( > \ L `� ( X , Project $ Permit $ This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the application herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with any plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may be revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes responsibility for work done by his agents, servants or employees. In consideration of the issuance to me of this permit I afire pertaining thereto and in strict conformity with the plans, drawings, In accepting this permit I assume responsibility for all work done by CONTRACTOR OR BUILDER Signe IN CTOR form the work covered hereunder in compliance with all ordinances and regulations ents or specifications submitted to the proper authorities of Miami Shores Village. ether, myself, my agent, servant or employee. Subdi- vision BY BY AUTHORITY APPLICATION FOR BUILDING PERMIT Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. ( Date ,l , i9J_ Owner's Name and Address &/tA No Street Registered Architect and /or Engineer Name and address of licensed contractor_ 1 7 c 5'O Cc Location and legal description of lot to be built on: Lot Block Subdivision Street and Number where work is to be done / C2 _ 2 State work to be done and purpose of building (by floors) MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT LL, and for no other purpose. New Building Remodeling Addition Repairs No. of Stories To be constructed of Kind of foundation Roof Covering Estimated Total cost of improvements $ Z Amount of Permit $____ `S. Zone cubage required _Plan Cubage Distance to next nearest building Size of Building Lot Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks (Signed ) R STATE OF FLORIDA, COUNTY OF DADE. ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared _ and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are e. ( Permit No. 1 / 1 v Date I' 1A. s Disapproved P ate ( Signed) Read, Sworn to and Subscribed before me. Notary Public, State of Florida to me well known, nspeCtor My Commission Expires PLANNING BOARD DATE Chairman Member Member Member Member Member Council Approved Date Disapproved Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning Board. A re- inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or workmanship.