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969 NE 92 St (7)Type Insp'n MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date (Lib 24) 3 Permit No. (? P -O - Name i Cl/1(1 Rte' i Address qca q ELLE 97_ J 5 � Company i.� /-1 i J � 1 _ Phone # 1.8 - For Inspector: 6 f [ 2 (p / Approved " y k Correction \t-f ❑ Re- Insp'n Fee ❑ Time Name &Da6 m� `.0MI Mj SHORES'VILLAGE u hUDING DEPARTMENT t nd 5• 305- 795 -2204 I�dv Building Inspection Reques \ Address Date Correction Name L eqe Inspection Date Type Insp'n ir'1 no I0C0- Permit No. SP d.�0 3 :q , cl N E. 9 2 s �. Company Sh I oh Phone # aCO tatf , Re- Insp'n Fee ❑ , 're) C44-- eiC "Ted.a.s' 6% d (� d S - I" c a C' o e, IR 42 &id.' Test Date: January 23` 2004 Project: 969 North East 92 St., Miami Shores, Fl. Contractor: Shiloh Roofing Permit #: 03 -1946 Roof Pitch: 4 :12 Tile Installation Date: January 20 2004 1 Attachment Method: Polyfoam Tile Type: Altusa TEST SUMMARY: Roof Area TEST RESULTS: PASSED A. Tomassi Roof Testing, Inc. 1557 North Dixie Highway Pompano Beach, Florida 33060 Roof Tile Uplift Test Report All testing is in strict accordance with the 2001 Florida Building Code, High Velocity Hurricane Zone Testing Application Standard (TAS) 106 Each Test location was pulled using a Imada Force Gauge to a minimum of 35 lbs. Total # of Tests Field & Ridge 13 13 100% Corner 7 7 100% Perimeter 8 8 100% See Attached Sketch For Further Details Report Reviewed by: TAS — 106 -95 Tel. 954 — 788 — 3944 Fax. 954 — 784 — 0325 # of Tests Passed % Passed Dominick Scarfo, AR0010248 Dade County Certified Testing Agency #03- 0317.03 Revises: 02- 0814.10 Testing * Design Specifications * Management * Quality Assurance N 1 10' 21' 64' TAS — 106 Test Locations Project: T= Tested tile and passed F= Tested Tile and failed M= Missing Tile B_ Broken Tile ��o J bQ 969 North East 92nd Street Miami Shores, Florida UNIT UNDER TEST: Mfr S /N: Cust S /N: PROCEDURE NAME CALIBRATED BY: P.O. NUMBER: SUBMITTED BY: IMADA DPS -1 141770 141770 SYN156 John Martinez VERBAL • 10 DIGITAL FORCE GAUGE A. TOMASSI ROOF TESTING, INC 1557 N. DIXIE HWY POMPANO BEACH FL 33060 CERTIFICATE NUMBER: 46541:1073307498 PERFORMED ON: NEXT CAL DUE:: TEMPERATURE: HUMIDITY: 05Jan2004 05Jan2005 72.0 °F +/- 1 DEG 40 % +/- 5% Synergy Labs, Inc ce rtifies that the above listed instrument meets or exceeds all specifications as stated in the referenced procedure at the points tested (unless otherwise noted). It has been calibrated using measurement standards traceable to the National Institute of Standards and Technology (NIST), or to MST accepted intrinsic standards of measurement, or derived by the ratio type of self-calibration techniques.This calibration complies with ISO Guide 17025 and ANSI/NCSL Z540 -1 -1994. Test Uncertainty Ratios are greater than or equal to 4:1 ;with expanded uncertainty used to calculate the Test Uncertainty Ratio, with a coverage factor of k =2 at a confidence level of approximate ly 95 %, unless otherwise noted Any number of factors may cause the calibration item to drift out of calibration before tle recommended interval has expired. This report may not be reproduced, except in full, unless permission for the publication of an approved abstract is obtained in writing from Synergy Labs, Inc. REMARKS: This unit was found to be in tolerance at the time of calibration. No adjustments were necessary. (Standards Used Trace No 999002 • PRINTED ON: 5 Jan 2004 Description AMETEK T -150 WEIGHT SET Report of Calibration Synergy Labs, Inc 9831 E Evergreen St. Miami, FL 33157 888.3462430 REPORT OF CALIBRATION for SERIAL NUMBER: 141770 Signed: CAL DATE 2 Oct 2003 CAL DUE DATE 2 Oct 2005 Synergy Labs assigned ASSET NUMBER: 46541 / Page / of __ MIAMI SHORES •VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Dat Type Insp Permit N Na Address Compan Phone # 3 0s" °? I 1-47 Inspection Date / 2. ) / t� LI Approved Correction Re- Insp'n Fee IOC MIAMI SHORES- VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Datd fi Type Insp'n �L1 1! � A,'\ s AT: A. 7) ;:.. Permit No,: � O / t L / v Name ') j te ` , q Address %�; ,, C r Company - i Phone # - ,? I L J 7 Inspection Date Approved Correction Re- Insp'n Fee I / 2 '1 7 1.1.1. . MIAMI SHORES' VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date Type Insp'n Permit No. Na / CI cb v C, Address Compan Phone # 3 oS - 6 V 1 Inspection Date Approved Correction Re- Insp'n Fee o BUILDING ' PERMIT APPLICATION FBC 2001 Permit Type (circle): Owner's Name (Fee Simple Titleholder) L Owner's Address 6 1 ' 1 ‘ , ; ' /VLF - cityty/ i Zip ` ?Y / I -./ Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES NO Contractor's Company Name — AN_ v/� , � / oc.)o /A.G (e - Phone ?,) .� '' )/ ) Contractor's Address / C: i) J,t City 1Y) /, 9/)-1 State 222 Qualifier as 222 • -<--� Architect/Engineer's Name (if applicable) Phone # /C $ Value of Work For this Permit 4 7 € 9 ) Type of Work: ['Addition ?(j Describb e irk: Scanning $ 3 Code Enforcement $ ❑Alt lion Submittal Fee $ t ] C (a ( Permit Fee $ 3.:)? Notary $ --"*" Training/Education Fee $ (o tit Radon $ Total Fee Now Due $ (Continued on opposite side) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Electrical I v4 -6G 7 County Miami -Dade [4Idt w Permit No. 13 ? ( rr Master Permit No / .3"" I Plumbing Mechanical Phone # Bond $ Zip `7 ..1'/ [ Zip 7 7/6 Square Footage Of Work: * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Repair/Replace ❑ Demolition L/5 ' CCF $ 4 1, . Technology Fee $ . . 1 3 Structural Plan Review. $ Roofing 1 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 IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. At ICI •w -• o1 ide a ' n ed befo 1 a, ill b1 r. • . iffinatOMMSOMP e an oa 1s =:fi :vNOTAR& PUBLJ Signature Si The foregoing instrument was day of ,20_,b who is personally known t NOTARY PUBL 0. Sign: Print: My Commission Expir Owner or Agent produced and who did me this Contractor The fo - goi l g instrument was acknowled ed before day •f , 20 11, by 2 1 tG/- 44.6 (J)54.L/ who is personally known to me or who has produced A:4 ,2 . Print: r oath. My Commission Expires: ('t) A- -: t - )) ) 00 5 — ' (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. ****************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DEC 6 2003 Plans Examiner APPLICATION APPROVED BY: Chc 10/14/03 Engineer Zoning i - MIAMI SHORES VILLAGE .6' BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Dat l) �, Time Type Insp' Permit No. Name Address Company M •■= Phone# 0__cf`" &Pi' - 01 For Inspector: Approved Correction Re- Insp'n Fee Name & Date MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date)? r' �J Time Type Insp'iy": '%1 ,), -, iv\ /0 -4 .i Permit No. 7 Name 'i- " Addres C > . . c e 7 ,),„,?) Company U� �, l_ f ` v � ..,� / ' i Phone # ` b i - Li 7 /2 /2 Z /� 1 For Inspector: k I' ? Name & Date /� Approved Correction Re- Insp'n Fee MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date ID. Inspection Date Approved Correction Re- Insp'n Fee Type Insp'n pari fe S . 710 Q, "Ie Permit No. o"egje r 6PaoceD Name ShIIoh Address Gog N� S Company 51r IQr) Phone # Type Insp'n MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305-795-2204 Building Inspection Request Date .") : . 6 Approved Correction Re-Insp'n Fee • ) Permit No. u Name Address ( 1({ 1 ( r) Company Phone # Inspection Date t ar ij • Miami Shores Village Building Department 10050 N.E2nd Avenue Miami Shores, Florida 33138 Te1:'(305) 7952204 :(305) 756.8972 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Permit Number: BP2003 -1946 Printed: 12 /16/2003 Applicant: MICHAEL MEYER Owner: MEYER MICHAEL JOB ADDRESS: 969 NE 92 ST Contractor SHILOH ROOFING CO INC OF SO FLA Contractor's Address: 1040 NW 125 ST Local Phone: 305 - 681 - 4787 Parcel # 1132060060031 Signed: (INSPECTOR) Building Permit Page 1 of 1 Legal Description: GOLDEN GATE PARK AMD PB 7 -54 LOT 3 LOT SIZE 50.000 X 140 OR 18936 -0487 Fees: Description Amount FEE2003 -8355 Building Fee $325.00 FEE2003 -8356 CCF $4.20 FEE2003 -8357 Scanning Fee $3.00 FEE2003 -8358 Training and Education Fee $1.40 FEE2003 -8359 Technology Fee $8.13 Total Fees: $341.73 Total Fees: $34151.7A, Total Receipts: d at / Permit Status: APPROVED Permit Expiration: 6/12/2004 Construction Value: $6,700.00 Work: ALTUSA SPANISH "S" COLORTHRU TILE ON NEW SINGLE FAMILY HOUSE DE 1 7 PAW 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: • SECTION 1524 HIGH VELOCITY HURRICANE ZONES REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS O 1524.1 As it pertains to this section, it is the responsibility of the roofing contractor to provide the owner with the required roofmg permit, and to explain to the owner the content of this section.. The provisions of Chapter 15 of the Florida Building Code, Building govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should be addressed as part of the agreement between the owner and the contractor. The owner's initial in the adjacent box indicates that the item has been explained. 1 1. Aesthetics - Workmanship: The workmanship provisions of Chapter 15 (High Velocity Hurricane Zone) are for the purpose of providing that the roofing system meets the wind resistance and water intrusion performance standards. Aesthetics (appearance) issues are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed as part of the agreement between the owner and the contractor. l i, Renailing Wood Decks: When replacing roofmg, the existing wood roof deck may have to be renailed m accordance with the current provisions of Chapter 16 (High Velocity Hurricane Zones) of the Florida Building Code. (The roof deck is usually concealed prior to removing the existing roof system). 1 3. Common Roofs: Common roofs are those which have no visible delineation between neighboring units (i.e. townhouses, condominiums, etc.). In buildings with common roofs, the roofing contractor and/or owner should notify the occupants of adjacent units of roofing work to be performed. i 4. Exposed Ceilings: Exposed, open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the architectural appearance, therefore, roofing nail penetrations of the underside of the decking may not be acceptable. The Florida Building Code provides the option of maintaining this appearance. I nd5. Ponding Water: The current roof system and/or deck of the building may not drain well and may cause water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication of structural distress and may require the review of a professional structural engineer. Ponding may shorten the life expectancy and performance of the new roofing system. Ponding - conditions may not be evident until the original roofmg system is removed. Ponding conditions should be corrected. 6. Overflow scuppers (wall outlets): It is required that rainwater flow off so that the roof is not overloaded from a build up of water. Perimeter /edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in accordance with the Florida Building Code, Plumbing. 17/7. Ventilation: Most roof structures should have some ability to vent natural airflow through the interior of the structural assembly (the building itself). The existing amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting which can result in extending the service life of the roof. T wner's /Agent's Si cAootasbe.n.M Settbrial Sdd.pTemTO°p0"`7 'attract pp„nC 4l II / //J 9' 4 _ -- Date �1' ctdr'"S Si s • }ure A I C I ,r v/ _) '''' Roof System Required Sections of the Permit Application Form Attachments Required See List Below Low Slope Application A, B, C 1,2,3,4,5,6,7 Prescriptive BUR RAS 150 A, B,C 4,5,6,7 Asphaltic Shingles A, B, D 1,2,4,5,6,7 Concrete or Clay Tile A, B, D, E 1,2,3,4,5,6,7 Metal Roofs A, B, D 1,2,3,4,5,6,7 Wood Shingles and Shakes A, B, D 1,2,4,5,6,7 Other As Applicable 1,2,3,4,5,6,7 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION l► NOA Cover Sheet i► NOA Specific System Description NOA Specific System Limitations NOA General Limitations i► Applicable Detail Drawings INSTRUCTION PAGE COMPLETE THE NECESSARY SECTIONS OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW. ATTACHMENTS REQUIRED 1. Fire Directory Listing Page 2. From the Miami -Dade County Notice of Acceptance 3. Design Calculations per Chapter 16, or if applicable, RAS 127 or RAS 128 4. Other Component Notice of Acceptances 5. Municipal Permit Application 6. Owners Notification for Roofing Considerations (Appendix " F" Form) Re- roofing or Repairs Only 7. Any Required Roof Testing /Calculation Documentation Any other additional data reasonably required by the Building Official to determine the integrity of the roofing system. Page 1 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Master Permit No. Contractor's Name: ❑ Low Slope • Asphaltic Shingles • Prescriptive BUR -RAS 150 Low slope roof area (ft. Section A (General Information) Process No. Job Address: Roof Category Mechanically Fastened Tile • Metal PaneUShingles • Other: rte/ Roof Type l� New Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance Section B (Roof Plan Page 2 ❑,y'I`Ao tar /Adhesive Set Tile ❑ Wood Shingles/Shakes Are there Gas Vent Stacks located on the roof? ❑ Yes L'SN , If yes, what type? ❑ Natural ❑ LPGX Roof System Information Steep Sloped area (ft. I3, / (0 Total (ft.2) L 3 r - Page 1 of 1 %-- Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, dearly identify dimensions of elevated pressure zones and location of parapets. Perimeter Width (a'): f Corner Size (a' x a'): I" 1 y System Manufacturer: NOA No: Design Wind Pressures, From RAS 128 or Calculations: Pmax1: I Pmax 2:1 Pmax3: NOA System: Other Deck Type: Joist Spacing: Slope: Anchor/Base Sheet & No. of Ply(s): , High Velocity Hurricane Zone Uniform Roofing Permit Application MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Insulation Top Layer /Size & Thickness: Section C (Low Sloped Roof System) Fill in the Specific Roof Assembly components and Identify Manufacturer (If a component is not used, identify as "NA ") Maximum Design Pressure, From the Specific 15/8" Plywood Deck type: • These decks require a fastener pull test by an approved test Iabratory Anchor/Base Sheet Fastener /Bonding Material: .Insulation Base Layer /Size & Thickness: Base Insulation Fastener /Bonding Material: Top Insulation Fastener/Bonding Material: 1 Wood Nailer. Base Sheet(s) & No. of Ply(s): Base Sheet Fastener /Bonding Material: Page 3 Ply Sheet(s) & No. of Ply(s): Ply Sheet Fastener/Bonding Material: Drip Edge Size & Gauge: Drip Edge Material Type: Hook Strip /Cleat gauge or weight: Coping Metal: Top Ply: Top Ply Fastening /Bonding Material: Surfacing: Altemate Fasteners: I2 " face 26ga. I Galvinized Metal IN /A 'L"J ( FASTENER SPACING FOR BASESHEET ATTACHMENT Fastener Type: 11 W R.S. Nails Page 1 of 1 1. Field: 1 I" o/c @ laps & I rows @ I I ° o/c 2. Perimeter: I o/c @ laps & I i rows @ Fin o/c 3. Comers: � " o/c @ laps & l rows @ I o/c NUMBER OF FASTENERS PER INSULATION BOARD Field: 1 Perimeter: FT Comer: I 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Terminations /Stripping /Flashing, Continuous Cleat, Cant Strip, Base Flashing,Counterflashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing Or: Submit Manufacturers Details that Comply with RAS -111 and Chapter 16. Page 3a Parapet Wall Height Ft Mean Ro.ofHeight Ft. Page 1 of 1 A High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Roof Slope: J1 lI "/12" I r° Roof Mean Height: Ridge Ventilation: 1 Method of Tile Attachment: 1N /A L Altemate Tile Attachment Method: Clip Spacing for Metal Roof Panels Field:) Perimeters: Perimeter Width: ~ /q Comers: Section D (Steep Sloped Roof System) Sloped System Description Deck Type:1 / Plywood El Altemate Deck Type: Page 4 Underlayment type: Insulation/Fire Barrier Board: N/4 Optional Nailable Substrate: i, 1r 6,4 72 '1,4 .2.6 c,,,a TA, Cap She Type /Adhesive Type: Roof overina: Drip Edge Size & Gauge:1 face 26 ga. Drip Edge Material Type: Drip Edge Fastener Type: Hook Strip /Cleat ga. or weight: 1Galvinized Metal E.. 13 1 N/A Page 1 of 1 r /C (A40-9 C/► r)S ,; k (I::4 Roof System Manufacturer. /-d l/ JZ US A • . s'C'. 1 Notice of Acceptance Number. lv�- -- / / / c 03 Minimum Design Wind Pressures, If Applicable (from RAS 127 or Calculations): P 1: ;11 P2: • P3: -' : Maximum Design Wind Pressures, (From the PCA Specific system):1 A High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Roof Slope: J1 lI "/12" I r° Roof Mean Height: Ridge Ventilation: 1 Method of Tile Attachment: 1N /A L Altemate Tile Attachment Method: Clip Spacing for Metal Roof Panels Field:) Perimeters: Perimeter Width: ~ /q Comers: Section D (Steep Sloped Roof System) Sloped System Description Deck Type:1 / Plywood El Altemate Deck Type: Page 4 Underlayment type: Insulation/Fire Barrier Board: N/4 Optional Nailable Substrate: i, 1r 6,4 72 '1,4 .2.6 c,,,a TA, Cap She Type /Adhesive Type: Roof overina: Drip Edge Size & Gauge:1 face 26 ga. Drip Edge Material Type: Drip Edge Fastener Type: Hook Strip /Cleat ga. or weight: 1Galvinized Metal E.. 13 1 N/A Page 1 of 1 r /C (A40-9 C/► r)S ,; k (I::4 Mean Roof Height in Feet 15' 20' 25' 30' 40 ' Roof Slope 1 1 1 1 1 2:12 34.4 36.5 38.2 39.7 42.2 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 34.9 6:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 4 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Section E (Tile Calculations) For Moment based tile systems, chose either Method 1 or 2. Compare the values for Mr with the values from Mf. If the Mf values are greater than or equal to the Mr values, for each aea of the roof, then the tile attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" Pt'ixAIO.D. Mg:13:a7 = Mr1:l -j NOA Mf:j 3I P 2. S. �I x A '-7 - Mg: F551= Mr1:kalh NOA Mf: P 3 4 /. Fx A4) . a25{- Mg: ,�'�I = Mr1: NOA Mf Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From the Table Below: Mr Required Moment Resistance* NOA Mf: *This Table must be used in conjunction with a list of moment based tile systems endorsed by the Broward county Board of Rules and Appeals. Page 5 .3 Page 1 of 1 Description Symbol Where to Find Design Pressure P1 or P2 or P3 RAS 127 Table 1 or by an engineering analysis prepared by a P.E. based on ASCE 7 -98 Mean Roof Height H Job Site Roof Slope e Job Site Aerodynamic Multiplier A NOA Restoring Moment due to Gravity Mg NOA Attachment Resistance Mf NOA Required Moment Resistance Mr Calculated Minimum Attachment Resistance F NOA Required Uplift Resistance Fr Calculated Average Tile Weight W NOA Tile Dimensions 1= length w = width NOA 4 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION For Uplift based tile systems use Method 3. Compare the values for F' with the values for Fr. If the F' values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable. (P1: (P2: (P3: Method 3 "Uplift Based Tile Calculations Per RAS 127" x 1: x 1: = x W: NOA F' =1 x W: NOA F' X W: NOA F' Page 5a f) -W:I I) W: iI-W Where to Obtain Information x cos e: = Fr11 1 x cos B: = Fr21 x cos 0: = Fr31 All calculations must be submitted to the Building Official at the time of permit application. Page 1 of 1 BUILDING CODS COMVLL4 4CX 4BISCZ `BCCD) EAODu= CONTROL BJVrSIoN NOTICE OF ACCEPTANCE Ci Alwa>Y Ins. 6101 NW Tr Avenue Miami, FL 33166 111AA1bDADZ COUNTY, FLORIDA M RO -DADR FLAQMM BUIId3INQ ire cur ILAGLI63 num auras 1103 1G,M 1, PLOR DA 331304363 (300 375-2901 FAX (305) 375,3001 Scots: This NOA is being iasued under the applicable roles and tegulations governing the we of construction materials, The documentation submitted has been reviewed by Miami -Dade County Profit t Control Division tad accepted by the Bead of Roles sod Appeals (BORA)•to be used in Miami Dodo Comity and other tree where allowed by the Authority Having 3urfadiedon (AHJ). This NOA shall not be valid Ater the expiration data lamed below. The Miami -Dade County Product Crewel Division (In Miami Dade County) end/or the AR/ (in ideas outer then Mimi Dade County) reserve the right to have this product or material tested for quality aaeu mice purposes. If this product or matedsi falls to perform in the accepted manner, the manufacturer will incur the capon of such teeing and the ABI may immediately moko, modify, or suspend the use of ouch product or material within their Jurisdiction. BORA me m' the right . to revoke this teeeptaiee, if it is determined by Miami -Dade Comity Product Control Division that this product or material fails to meet the 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 Bundy Coda. DESCRIPTION; Altos "5" Clay Reef The LABELING: Bach unit shell bee s poarmei out label with rho manufacturers name or logo, city, state and following statemone "M aini -D*de County Product Control Approved ". unless otherwise noted heroin. RENEWAL of this NOA shall be coeaidered after a renewal application her been filed mud them hie been no change in the applicable building code negatively affecting the performance dada product. TERMINATION of this NOA will occur eIW the expiration date or if there has beep at revision or change in the materials. use, and/or manufseture of the product or process. Misuse of this NOA as an eadoraemeat of any► product, for sales, advestlsing or any other purposes shall avtametically terminate this NOA. Failure to comply with any eectian of this NOA shall be cause for termination and removal of NOM. ADVERTISEMENT: The NOA =bar preceded by the words Miami -Dade Canty, Florida, end 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 entirety. INSPECTION; A copy of this entire NOA shall be provided to the user by the manufacturer Of its dir trton and .hull be available ibr inrpeetion at the job site at the request of the Building Official. Thie NOA aaaaiets of peges l through 7. The admitted documectsdon was reviewed by Frank Zuloags, RRc 'in 0 %Z00'd Z871# Azddns sE320011 ss'o0uns NOA No.: 014115.03 Ezpindn Deaf 1Alfff07 ApprevaI Detr mums Paps 1 07 uIu4n,nI pnn7 •177•IIPP 996D 696 656 96:9T £00Z'ZT'OM ROOFING ASSEMBLY APPROVAL Cateory: Sub- Category: Material; Roofing Roofing Tiles Clay 1. SCOPE This nenewe roofing system using Musa One Plata s" Clay Roof Tee, as mam;tbetured by Alma (IISA), Inc.. and described in Section 2 of this Notice of Acceptance, For loaetiona wham the preaswo requiremen* se determined by sn►plicable Building Code does not exceed the design pressure 'values obtained by calculations In compliance with RAS 121 wing the values listed in section 4 hands. The attachment ccleulitiaw shall be done as g Moment based system. 2. PRODUCT DFSCRrP I'ION A L W A S E L O M U I Abuse One Picce IS' Tile Trim Pieces Clip Clip 2.1 SUBMITTED EVIDENCE: xatAzencv The Canter for Applied Engineering, Inc. The tenter for Applied Prigineeting, Inc. The Carter for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Celote+t Cerpo:stion Testing P51 Alpbsh Teehoelo85r, Inc. Reding Technologies 800 %£0o'TteiL# Dlnsemst M L -19w' W + lox' W' thick nominal 3.25► high Length: varies Width: varies varying thickness L. 6" D- 0,125" I. &I 2" W -Ya° o,OS' thick Test SDeclflcatione TAS 112 TAS 112 PA 114 PA 114 Test Identifier 94 -083 94-014 25. 7200 - 1 Project No. 307025 Teat OMDC-71 MTh 520649 CIZ- 003 -02-01 7161 - 03i Appendix III XIddf1S SES3002i ISVi00Mf1S Product High profile clay roof tile. For direct deck or batten ndl.on. mortar set or e3hesive set applications. Accessory trim, clay mansions fbr use at hips, rakes, ridges and valley terminations. Manufacttat;d for each tile profile. Tile clip L Shaped tile clip rest 1Isbtsisevnte Static Uplift t Testing PA 101 (Adhesive Sot) Stade Uplift Testing PA 101 (Mom. Sur) Statue Uplift Testing PA 102 (QufcbuDdve Screws, Bateau) Wind Drives Rain PA 100 PA 102(A) PA 101 PA 102 >LILU April 1994 hie 1994 Pen. 1995 Oct 1994 Hey 2000 Oobber2001 lea 1991 NOA No,r O2 1115.03 lispalsatien Dater 13110107 Approval Deter 121L7 Pap 2 of 7 xtunrt•na rnn7 b7 IIP.P 5966 696 U56 9 :5i £00Z.Zt'02Q Redlend Teelmologic& Rolland T l ologics Rolland Technologies Reamed Technologies Walker Engineering, Ise. Walker Reshooting, Inc. Walker Enghlearing, Walker Engineering, Inc, Walker Engineering, Inc. 3. LIMITATIONS Ildliallis 716103 Appendix Il Letter Dated Aug, 1, 1994 P0631.01 PO403 Calculations Evaluation Calcnlona Evaluation Calculations Evaluative Calculations Evaluation Calculations 800 /600'a ZBLL# xaaans sE3300d ssvooMns TSltNi Wind Tunnel To+e PA 108 (Ne11.0n) Wind Tunnel Testing PA 105 (bail -On) Wind Tunnel Tosth% PA 108 (Mortar Set) Withdrawal Koine=O= Testing dorm vs. smooth shank nails Aeredysan do Multiplier 25.7183 25.7094 25 -7496 25 -7584 25- 7804b -B 25 -78044 & 5 25- 7848.6 Deo. 1991 Aug,1994 July 1994 Sept. 1993 Msrcb 1999 March 1999 February 1996 April 1996 December 1996 3.1 Fire classification ie not part of this acceptance. 32 For mortar or adhesive ant tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall ratMn the aerviees of a Miami -Dade County Certified Laboratory to perform quarterly test is suaordar:cc with TAS 112, appendix 'A'. Such testing shall be submitted to the Building Code Compliance Of>S ce 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 hat mopped ,wderlsyment applications may be instilled perpendicular to the taof slope imlem stated otherwise by the nsderlayment material rsasufaeture s published literature. 3.6 This act is fur wood deck applications. Minimum deck requirements shall be to compliance with applicable building coda 3,7 May be indalled an elopes 7;12 and greater. 4. INSTALLATION 4.1 Alma 'Allow One Puce S' Clay Roof Tile and its components ill be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119, and BAS 120. 42 Data For Attachment Calculations Table 1: Avenge Weight (W) and Dimensions (1 n w ) One eae'S' Tile 61 l nat .1(ft) NOIA Pie.: 02 1115.03 Fieplratice Dater W16/07 Approval Date: 12/12 2 Pap 3 at7 uiunn.nI onn7 •b7•%IPP 8966 696 656 9t:GT £OOZ'ZT'o2a Table 3: Restoring Moments due to • Ms(tt•(bf Ills Profile r: or lees 12" 4"; 12" 1 5 ":12" Rattan .31 Mac Dick ; .10 x":12" = -liana 4.20 •' • . p. • : 12" - realer Battwa MINUTE or E. • 4 Otte Place 'S' Toe Badyna 447 • It • . Berens Direct . oak 4 . • 27 1 8orew th dip (at the water course .f the the Wide nail hors 10catod nearest to the hum 187.1 35.2 Battens 24,0 One Plats 'SP 210d R Shank N.U. 28.8 41 TI1e 1.1 • 8 or Shank Nei 2.104 $rnocth or Straw Shank o1 ,#6 Screw 28.7 2e 1.1 • Smooth or Straw 23.1 Shank Na0 (Field CPO 1.10d Smooth or Screw Shank Nall One Rem "S" 118 One Place be In •10d S • • or b shank Nett Meld OW 27.10d Smooth or Screw Shank Nob Ears 1 Senior with Altusa 1 Straw with dip (at 818 h■ad of go 29.3 2 .Q 38.1 11 See 11 details 231 29.3 27. 38.1 Table 4: Attachment Resistance Expressed as a Moment • Mr •lbf) _ for Nall -On tams 111e Fastener Typo Direct beck Direct Dock Profile 1.8Cte a r Ust TR. Ong Flaws' 17e d Average par pa Pa,{ earn Product. Mc. Avarada per ttatht 8 W M. Profile 800/500'd Z8LL# (Min 13132" (Min. 19/32" plywood) plywood) • Table 5: Attachment Resistance Expressed as ■ iNllomsnt Nlr (itwibf) for Tweo siw Sit 5ys1. is Tile App Icatlen --- 191nlmum Attachment NOA Ne.i 02411108 Ssplratlaa Data 12/16/07 Approval Datat 12/12/02 rage 4of7 a.un, .ni 4 nn7 •b7•IIf' xzaans SES10011 ss�roc,uns 596b 696 656 L 1 T EoOZIT". as Table 911: Attachment Resistance Expressed as a Moment • Mr (ft -Ibf) for Sim le Ps Adhesive Set 8 stems C ON Pleas it Tits L merd ot of ra of Tile Application Po am Pd Pram Pot oam PdyPte • 5. LABELING All tiles shall bar the hoptit►t or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -pale County Product Control Approved ". 6. BUILDING PERMIT !REQUIREMENTS 6.2 Appllostiao for building permit ;ball bo accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other docurnatts required by the Building Official or applicable building code in order to properly evaluate the installation of this ayeta n. 800/900'd ZBLL# PROFILE DRAWINGS OM PO= '5' CLAY ROOF TILT NOA lrs.: G- 1115.0.3 Upside. Date; 12/16/97 Approval Date: 13/12/112 page 5 of 7 wsJnn. nnn7 •h7. x '1aans SE/30011 ssvooNns 5961 6 96 fi9 Lb:ST £o0Z'Z1'o Table 5B: Attachment Resistance Expressed u a Moment - MOM) for Mo,t r bet B tame l e Profile Tile A Ilcatlo Attachment R stan 01, P .. '5' Tae Mortar t 24.50 Table 911: Attachment Resistance Expressed as a Moment • Mr (ft -Ibf) for Sim le Ps Adhesive Set 8 stems C ON Pleas it Tits L merd ot of ra of Tile Application Po am Pd Pram Pot oam PdyPte • 5. LABELING All tiles shall bar the hoptit►t or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -pale County Product Control Approved ". 6. BUILDING PERMIT !REQUIREMENTS 6.2 Appllostiao for building permit ;ball bo accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other docurnatts required by the Building Official or applicable building code in order to properly evaluate the installation of this ayeta n. 800/900'd ZBLL# PROFILE DRAWINGS OM PO= '5' CLAY ROOF TILT NOA lrs.: G- 1115.0.3 Upside. Date; 12/16/97 Approval Date: 13/12/112 page 5 of 7 wsJnn. nnn7 •h7. x '1aans SE/30011 ssvooNns 5961 6 96 fi9 Lb:ST £o0Z'Z1'o CLIP M TN Om (1) saier ATTACHED TO DECK Ann /Infra 7RL / it 'SPANISH s" TKO sr AVIV MP.) Cup DwrAXL$ 9.119' OVERLAP (COMM PM HOLE) MUM THI MEM WWI NI n$T TO MO HUMP OF IMO TLS CLIP OK NOA Na.: 0E- 1116►10 Ezpitstfon Data: 13116101 Approval Ds6 :17I13An Page 6 ell Armans sUs3001i ZsVOOHns S96D 696 bG6 t £OOeZt'OSa UM/ NOUS CUP OM) MGM 800/800'd ZBLL# 'WNW M aim aY aL VIA —^ CUP PUP*MItIT Pita& CLIP DETAILS (CON'T) 1ft OVIRMw► (egivem PIN HOLM END OF TICS ACCIPTA1'[CE seaaw M TMI mos PAL Moia MUST TO MI WNW kW THE 11L*4 DECK 7Mr _ 12I0 a DECK = 1fx' SCOW • OALVANREra MUM CLIP NOA Na4 O2- 111603 EipiMl911 Date: 3a/1i/07 Approval /km 12/13/02 Pap of nu ,..... n i n n n 7 7 i Il b n 1'Iddt1S Sila30011 ZSY001d11S 5966 696 b56 Lb�ST £OOZ'ZT'0za 305 836 2152 DEC 15 2003 04.:47 FR BRADCO SUPPLY 305 836 2152 TO 3057568972 P.01 MIAMI-DADE COUTITY, FLORIDA NIiAKAI.DADE M1 TRO - DADE FLAGLER BIJILDING BUILDING CODE COMIPLIANCE OFFICE, f`ICTRO- D:\ur; ri.Acru R [)U1L.DtN( 1.111 «VI:;T rLAGi.1;R.s7RrET. SUITE Ih(13 tAMI. t L(R{I)A 1313o - 156) 1305) 375- ?`)t)I I'�1•' (� n5} 375.39(>{ PRODUCT CONTROL NOTiCr. OF . &CCCIsTANCF c - c�r FAN I'olyfu tm Products, Inc. 00513'5 -25Z I:AN PE 705.3538 2400 Spring-- Stucbncr Rod cctn i L:Nt:OttCt_Nt1:N't' nt�•tat0`1 Spring ,TX 77353 -1132 ()0:3) 315 -2706 IAN W/5)375.-790 u c t)L1CI' CONTROL DIVISION (3u51 375-29O1 VAN ()05 Your application br Noticc of Acceptance; No A) of: Two Component Polyurethane Foam Adhesive es of under Chapter 8 of the: Code of Miami-Dade County 6o" °I�m the p for _7 ceptance byrthe Mi�tTYDa;le Construction, and completely described herein, has been r LLO County 13uildini; Code Cornpliance Office (BCCO) under the conditions specified herein. This NQA shalt not be valid after the expiration date stated below. s la t� e serv y the r right to secure this pro or material at any time from a jobsite or fl anwtac P product or material fails to perform in the approved manner, BCCO may to revoke revoke, modify, or r ovs pe f i t he use of such product or material immediately. BCCO reserves the determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the n nuf:.cturcr. ACCEPTANCE NO.: 01- 11521.0 EXPIRES: 05/1 0/2006 APPROVED; 06/1002001 t110i500011pe100011ternpl3te :Mauea aecepancc ea-1 (pa tc.det InterIltt mmfil address: rnstma6tcr Ouilt]ingcndconline.cum R;inI ftodri�ucr Chief Product Control Division THIS TS 'tl1L Ct_yI;R511f:f.T Sri r` pC(�N Oi CONDITIONS PAGES rnl� �P1'CI1�1C ANU GrVT 1tA1_ 13UTLDINC Onnr•, & 1'RQQUCT REVTEN COM1 v11TiL This application for Product Approval has been reviewed by the BCCO and l� pp l de d l by c the 13uilcli g Miami-Dade and Product Review Committee to be used in Miai -Dad4 y forth above;. 1'r'1nCisco J. Quintana_ 11.A. Dirc_CLor Miami -0:1dc County 13ttiklin� Cctidc Compliance O`lice IinntePab�; Ntln ;l /www- butldingeoticonlInc.com DEC 15, 2003 04:47 FR BRADCO SUPPLY Polvfoam Products, Inc. ROOFING ASSEMBLY APPROVAL Category: RooFng Sub- CatecorY: Roof Tllc Adhcsivv Ma(eri:cls: Polyurethane 1. SCOPE This approves l'olyprue AhHIGO as manufactured by Pnlyfuam Products, Inc. as described in Section 2 of this Notice ofAccept:tnc:e. 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 Footing Application Standard PAS 1.27, for use with approved !l at. low, and high profile root tiles system using Polyprotk) AH 160. Where the attachment calculations are done as a moment based system for single patty placement, and its an uplift based system for double patty systems 2. PRODUCT DESCRIPTION Manufactured by Test Prod tict A.pnlicant Dimensions Sneeil;cntinrtq Description Polypro0 Alit 60 N/A PA 101 Two component polyurethane FoamproaD RTFI000 N/A Dispensing Equipment ProPacl:ei 30 & 100 NIA Dispensing Equipment 2.1 Components or products rnanuf tettrre i by others: Any Miami -Dade County Product Control Accepted Rool'Tilt A scntbly liavin6 a current NOA which list uplift resistance values with the use offolypro Ai 1160 roof tilt adhesive. 2.2 Typical Physical Properties: [rrr Test Density ASTM D 1622 Compressive ASTM D 1621 Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability ASTM D 1623 ASTM D2127 ASTM E 96 ASTM D 2126 1.6 lbs./ft.' 18 PS1 Parallel to rise 12 PST Pcrpendiculir to rise 28 PSI Parallel to rise 0.08 Lbs_li:t 3.1 Perm / Inch 305 836 2152 TO 3057568972 ACCCPTANCC No_ : 01- 0521.02 Approval Date: June 14, 2001 Expiration Date: M:tv 10. 2006 Results +0.07% Volume Choate @ -40° F.. 2 weeks +6.0% Volume ChanecJ r c 0 1 'timidity. 2 wccks Drunk `Luloaga. RAC Product Control l=xaminc r P. 02 DEC 15 2003 04:47 FR BRADCO SUPPLY • Po IYfonm Products. Inc. 305 836 2152 TO 3057568972 ACCEPTANCE No. : 01- 0521.02 Note: The physical properties listed above are presented as typical average values its deters meta by accepted AST1\1 test methods and arc subject to normal m:tnufncluring variation. 3. LIMITATIONS 3.1 tiro classtlication i5 not part of this tcecptnncc Assembly for tire rating 3.2 Polypro® A1 shits solely be used with flat, 13 Minimum undcrlaytnents drill bc in compliance Standard RAS 120. 3.4 Roof Tile manufactures acquiring acceptance for the use of Polypro® AI roof the adhesive with their tile assemblies shall test in accordance with PA 101. 3.5 Roof Tile manufactures acquiring acceptance for two paddy placement with the use of PolyprotD A-f 160 roof the adhesive with their tile assemblies shall rest in accordance with PA 101 and with seCt�on 10.4 as modified herein. t , l w Rcicr to the Prepared Roof Tire low. t high tilt profiles, with the Roofing Application 4. INSTALLATION 4. 1 Polypro® AH 160 may be used with any roof tile assembly having a current NOA that lists uplift resistance value, with the use of Polypro® A[•f 1 60. 4_? Polypro® AN160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein The roof tilt assembly's adhesive attachment •.vith the use of Polypro® A1-1160 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® AI-1160 roof tile adhesive and its components shall bc installed in accordance with Rooting Application Standard RAS 120, and Polyfoam Products, Inc Polyproe A1-1160 Operating Instruction and Maintenance I3ookIct. 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® dispcnsins equipment is required before application of any adhesive. The mix ratio between tlic ''r \" component and the "Q" component shall bc maintained between 1.01.15 (A) : 1,0 (0). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as delermincd at calibration. No other settine5 shall be approved 4.6 Polypro® A1-1160 shall bc applied with Faarnpro RTF- 1000 or Prol'ack® 30 & 100 dispensing equipment only. 4.7 Polypro® A14160 shall net be cx;ioscd pern1<'1ncnt'y to sums 3 r rank Zu toa8a, RRC Product Control Examiner P.03 DEC 15 2003 04:47 FR BRADCO SUPPLY 305 836 2152 TO 3057568972 r • Puly-foilm Products, Tnc. 4.8 Tiles must be adhered in freshly applied aclhe tvc Tile must be set within 2 to 3 minutes arlcr Polyproie A1 1 GO has been dispr,;ed 4.9 Polyproe Al-! 160 placement and minimum patty vcighc shall be in accordance with the'PIaccnncnt Details' herein. Each ,generic tile: protilc requires the specific placement noted herein, l Flat, Low, I-lie,h Profiles H;gli Protle (2 Piece Barret) Table 1: Adhesive Placement For Each Generic "file Profile Placement Singh: Paddy Wight Two Paddy Wcight Detail Min. (br;}nrs) II 1 .: Flat, Low , High Profiles ►�? Flat, Low. 1 -lieh Profiles ACCEPTANCE No : 01- 0521.02 35 17 /side 011 cap and 34 /pan 24 per pa iiiy Min_ J rnrns) N/A NIA N/A 5. LABELING All Polyproe AH160 containers shall comply with the Standard Conditions fisted herein. 6. BUILDING PERMIT REQUIREMENTS 6.1 As required by the Building Official or applicable Buildin Coda in order to properly evaluate the installation of this system 4 Frank Zuloaga, RRC Product Control Examiner P.04 DEC 15, 2003 04:47 FR BRADCO SUPPLY Pohl Products Inc. nt; dement V+d.dayynW 1t1 irl_ EI. Crown FnSCy ir:nnutA 1 r1 0 1 ��•c;o.nc only. 4.0 iden;.e pp+.e e Ih up Iron , - .orpnph r Fa., PLICy1B00,4i0 1,.1 lieIthloo1 FJaeJcc ntrgl Nnli Ihrouph pfesllc cem 12/uicr:iyser1 i'I CerA, Save cline enf1; s..p e611l4;ve rpplee, a;A, up I +em •crpnolce 305 836 2152 TO 3057568972 P.05 ACCEPTANCE No : 01 -052 1.02 ADHESIVE PLACEi11ENT DETrlTI_ 1 SINGLE PATTY P r 4� .• Gulls enly. Mete 0]0011 epems 1 In. u: Isla u..fnalrs 614 CI.11 W 4 Fate, 5 If Pine PILO ]dr}elivc la 1r\Ie•e 17 to i! • plrenl Wbe +p Inelee In,onl sl,o pen llle Ns., imp oilers 4e,PQ{Ioni Z, eo.n+i .pe;CO on- rs,?lice ealclho II in b fe i ln, FlJlt o�.lsloe eJ,e of :o•u iii . Thin mull the +de. +Z.rbV tee pctian In. 14.4 cCLllr t6. cr uie, JJ:aI IC eaten: coon. 0/ C45 1141 Ensure 00.9.4. al GL1 Intl cpvcr tin .rt NV, al ,u I;rlr Ea.; tide .orr fr"arUr rlto.g1 M'n. eelr F..<h Frank. Zu loaga, RRC feroduc[ Ccllcrol Exarnin.:r ]hewing DEC 15 2003 04:48 FR BRADCO SUPPLY Polvroarn Products. Inc. E)e C c r ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY ttall throw plactic cement Under) : NIP tnraugl; plastic ccmcn: IJpdariaymenl \ PscayIBanrrhTdcl Pasch El.. LOVA Kail Waugh plant ccmcn) Underlsyr>,onl 6 305 836 2152 TO 3057568972 P.06 ACCEPTANCE No. : 01-0521_02 Frank Zulo i , ItItC Product Control Examiner Fa ;cts W ta11at. Eaw dosura Drip edge DEC 15 2003 04:48 FR BRADCO SUPPLY Poly foam Products, ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY 7 305 836 2152 TO 3057568972 P.07 A C C E P T A N C E NO. : 01-0521.02 Nall Ihrouch plastic cement (7 22 .e ,■." Single paddy 3 IT under illo g 3in. 5Inglo paddy on 21n. laymcni hdly ibotHoon MO P.1,1Ify iuncinr MO in. K 7 in. m,aium si:o ,oaddy da Fases course, ally Nall through plastic Cement t e'lin.t lin. Single paddy on underlaymcnt Single paddy on top PI' tile EjZ course Nail l:augt pLtz c.uneni Undenaymert x Ins 21n. Single paddy on undo- laynlOnl s.ngla paddy under fe b%e ,:lostnc 2 in, t 1 k. medium she paddy ca‘t Cour500nly Fasti3 Frank Zuloagn, R RC Product Control Exarnini;i Single paddy under i■la 5mgle paddy t envaen If 7in.airl.mtdIum ciao paddy Pave course only Fasclb Vieephoie Eavu closure VI; edge DEC 15 2003 04:48 FR BRADCO SUPPLY Polvfoartt Pi•odtrcts, tnc. 305 836 2152 TO 3057568972 ACCEPTANCE No- , 01- 0;21.02 I. Renewal of this Acceptance (appr,D ,-ball be considered after a renewal application has hues filed and the original submitted documents, including te:Ni - :u pt)ortut s data, eninccrin documents. are no older than eight (ti) years. A and ill ;tpprovcd products SIt:tll be state. and the rovevine perm :ueuritlt labeled t∎rth the manufacturer's name, city, stalemtent: ",Miami -D;tde Count' Product Cuutrol Approval ", or as specifically sraccd in the specific conditions of this Acceptance 3 Renewals of Acceptance will not be cvnside:rud if; a. There has been cI ii gc in the South Florida Building Code affecting die evaluation of this product and the product is not in compliance with the cod.: chan b. The product is no longer flit same product (identical) as the on originally approved. c. ff the Acceptance holder has not complied ■t•i[h all die requirements of this acceptance, including the correct installation of the product. d, The engineer ■■.'lto originally prepared, signed and scaled the rcduircd documentation iniriall}• submitted, is no longer practicing the engineering profession ^I. .Any revision or change in the materials use, andior manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has barn requested (through the filing of a revision application with appropriate fee) and gritted by this office, 5. Any of the following shall also be p, For rcmoval or this Acccpl;trice: Unsatisfactory performanc of this product or process, fa Misuse of dais Acceptance as an endorsement of any product, for sales, advertising or any other purposes. fi The Notice of Acceptance number preceded by the ttords Miami-Dade County, Florida, and followed by the pirttion date may be displayed in advertising literature. ] ant portion of the Notice of Acceptance I$ displayed, then it shall bc done in Its entirety . 1'rZrrl. Zuloasa, IZlte Product Control E .arniner P.08 7 A copy of this Acceptance as yell as approved drawings and other documents, tvliere it .applies shall be provided to the user by the manufacturer or its distributors and shall bc available for inspection at the job site at all tin . The engineer need not reseal the copies, a. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9 This Notice of Acceptance consists of poses 1 through 8, is END OF THIS ACCEPTANCE ** TOTAL PAGE.08 ** BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building El / ctrical Plumbing Mechanical ll t , //7C , -; C 5' Phone # �� Owner's Name (F ee Simple Titleholder) , ( — , Owner's Address , � � � _ City, / / e ' - I � ) ( ; tate % i Zip Tenant/Lessee Name 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 tity State Zip Qualifier Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Square Footage Of Work: Type of Work: ['Addition ['Alteration ❑Nev ❑ Repair/Replace ❑ Demolition Describe Work: Submittal Fee $ Notary $ Scanning $ Code Enforcement $ Total Fee Now Due $ (Continued on opposite side) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 t Phone # * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees * * * * * * * * * * * * * * * * * * * * * * * ** * * *** Permit Fee $ CCF $ Training/Education Fee $ Technology Fee $ Radon $ Structural Plan Review. $ .Ye, c u Permit No. P , Master Permit No. Bond $ Roofing 571—C C Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Signature Signature APPLICATION APPROVED BY: :hc 10/14/03 Zip 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 CONDMONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. 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 personalty 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. ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** it t3/ 7 5/r& Plans Examiner Engineer Zoning BEST ------ _. TRUSS COMPANY. INC. MJM/aa 07/09/02 ENGINEERING PACKAGE CONTRACTOR: /4-', J . 00/L6 G . JOB NAME: ADDRESS: 065 s 5//o ,2Es , iG PROJECT: NOTE: THIS ENGINEERING IS VALUABLE!! ADDITIONAL CHARGES FOR EXTRAS AND /OR REPLACEMENTS!! SALES PERSON: PREPARED BY: CONTRACT #: 60 >© 5 JOB #: i/ i4- DWG #: 3i4 5 DATE: i/- 6 -03 ONE SET 2 COPIES, RECEIVED BY: 7035 SW 44 STREET MIAMI, FL 33155 PHONE: (305)- 667 -6797 1- 800 - 273 -1034 FAX: (305)- 667 -0592 Best Truss Company 7035 SW 44 ST Miami FL 33155 r Project: Model: Block No: Lot No: Contact Name: Phone: Fax: Site Office 853 -8807 Tentative Delivery Date: Material Summary Includes the following The truss drawing referenced below, have been prepared under my direct supervision based on parameters by Arch. or Eng. of record using MiTek 2000 software Pages or sheets covered by this seal: 0001 thru 0049 Total: 49 drawings To: Truss List R. J. M. BUILDERS 7204 W. BROWARD BLVD. Job PLANTATION Page: 1 of 1 FL. BR Date: 11/6/03 Project 3J45 Deliver To: Account No: 969 NE 92 ST, Designer: btc MIAMI SHORES,FL. Salesperson Deliver To Address3 Quote With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15-31 section 003 of The Florida Board of Professional Regulations. Truss Truss Truss Truss 000f CM 0002 (;J1 0003 CJy 0004 CJWA 0005 HG1 0006 HG1A 0007 HG2 0008 J1 0009 J1A 0010 J2 0011 J3 0012 J3A 0013 J5 0014 J5B 0015 J7 0016 J7A 0017 J7C 0018 J7D 0019 MG7 0020 MV2 0021 MV4 0022 MV6 0023 MV8 0024 S1 0025 S10 0026 S11 0027 S12 0028 S13 0029 S14 0030 S2 0031 S3 0032 S4 0033 S6 0034 S7 0035 S8 0036 S9 0037 SG1 0038 SJ7 0039 T1 0040 T2 0041 T2A 0042 T2B 0043 T3 0044 V3 0045 V5 0046 V5A 0047 V5B 0048 V5C 0049 V5D 11 -6 -03. BEST TRUSS CO. 7035 SW 44 ST. MIAMI, FL 33175 Phone: 305- 667 -6797 Fax: 305- 667 -0592 T o: R. J. M. BUILDERS 7204 W. BROWARD BLVD. PLANTATION FL., BR Production List Job Number: Page: 1 Date: 11 -06 -2003 - 3:21:26 PM Project ID: 3J45 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 969 NE 92 ST. Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: 853 -8807 Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 1 CJ10 65 lbs. each 10 - 8 - 10 2X6/2X4 ROOF TRUSS 4 - 5 - 8 3.54 0.00 2 -9 -15 0 -0 -0 30 BF -Ea 30 Total = _...../111 2 CJ2 22 lbs. each 2 - 9 - 3 2X6/2X4 ROOF TRUSS 2 - 1 - 6 3.54 0.00 2 -9 -15 0 -0 -0 11 BF -Ea 21 Total -p 4 CJ9 49 lbs. each 9 - 10 - ) ROOF TRUSS 4 - 2 - 6 3.54 0.00 2 - 9 - 15 0 - 0 - 0 23 BF -Ea 92 Total - ..111 r- 1 CJ9A 51 lbs. each 9 - 10 - 1 ROOF TRUSS 4 - 2 - 6 3.54 1.77 2 -9 -15 0 -0 -0 25 BF -Ea 25 Total /\ 1 HGl 66 lbs. each 14 - 8 - 0 ROOF TRUSS 4 - 2 - 10 5.00 0.00 2 -0 -0 2 -0 -0 31 BF -Ea 31 Total 1 HG1A 60 lbs. each 14 - 8 - 0 ROOF TRUSS 4 - 0 - 10 5.00 0.00 2 -0 -0 0 -0 -0 29 BF -Ea 29 Total HG2 38 lbs. each 8 - 0 - 0 ROOF TRUSS 2 - 1 - 10 5.00 0.00 2 -0 -0 2 -0 -0 19 BF -Ea 19 Total - .11 ` 1 14 Jl 9 lbs. each 1 - 0 - 0 ROOF TRUSS 1 - 8 - ] 0 5.00 0.00 2 -0 -0 0 -0 -0 5 BF -Ea 65 Total / 2 J1A 10 lbs. each 1 - 0 - 0 2X4/2X6 ROOF TRUSS 1 - 8 - 10 5.00 2.50 2 -0 -0 0 -0 -0 6 BF -Ea 12 Total 2 J2 12 lbs. each 2 - 0 - 0 ROOF TRUSS 2 - 1 - 10 5.00 0.00 2 -0 -0 0 -0 -0 6 BF -Ea 12 Total #0,000. #0,00°.°#.1....: 10 J3 15 lbs. each 3 - 0 - 0 ROOF TRUSS 2 - 6 - 10 5.00 0.00 2 -0 -0 0 -0 -0 7 BF -Ea 73 Total 2 J3A 18 lbs. each 3 - 0 - 0 ROOF TRUSS 2 - 6 - 10 5.00 2.50 2 -0 -0 0 -0 -0 9 BF -Ea 19 Total 10 J5 21 lbs. each 5 - 0 - 0 ROOF TRUSS 3 - 4 - 10 5.00 0.00 2 -0 -0 0 -0 -0 10 BF -Ea 100 Total 2 J5B 25 lbs. each 5 - 0 - 0 ROOF TRUSS 3 - 4 - 10 5.00 2.50 2 -0 -0 0 -0 -0 13 BF -Ea 25 Total 4 J7 27 lbs. each 7 - 0 - 0 ROOF TRUSS 4 - 2 - 10 5.00 0.00 2 -0 -0 0 -0 -0 13 BF -Ea 51 Total ' 2 N i J7A 27 lbs. each 7 - 0 - 0 ROOF TRUSS 4 - 2 - 10 5.00 0.00 2 -0 -0 0 -0 -0 13 BF -Ea 25 Total _' 1 J7C 33 lbs. each 7 - 0 - 0 2X6/2X4 ROOF TRUSS 4 - 2 - 10 5.00 2.50 2 -0 -0 0 -0 -0 16 BF -Ea 16 Total 4 J7D 40 lbs. each 7 - 8 - 0 MONO TRUSS 4 - 6 - 0 5.00 0.00 2 -0 -0 0 -0 -0 19 BF -Ea 77 Total I I " T 1 MG7 40 lbs. each 6 - 3 - 8 2X4/2X6 ROOF TRUSS 3 - 5 - 2 5.00 0.00 0 -0 -0 s0 -0 -4 0 -0 -0 s 0 - 0 - 4 19 BF -Ea 19 Total � 1 MV2 5 lbs. each 2 - 0 - 0 ROOF TRUSS 0- 10 - 0 5.00 0.00 0 -0 -0 0 -0 -0 3 BF -Ea 3 Total / ! /1-6 •03. BEST TRUSS CO. 7035 SA/ 44 ST. MIAMI, FL 33175 Phone: 305 -667 -6797 Fax: 305- 667 -0592 To: R. J. M. BUILDERS 7204 W. BROWARD BLVD. PLANTATION FL., BR Production List Job Number: Page: 2 Date: 11 -06 -2003 - 3:21:26 PM Project ID: 3J45 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 969 NE 92 ST. Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: 853 -8807 Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 2 2 MV4 12 lbs. each MV6 21 lbs. each 4 - 0 - 0 ROOF TRUSS 1 - 0 - 0 5.00 0.00 0 -0 -0 0 -0 -0 7 BF -Ea 13 Total 6 - 0 - 0 ROOF TRUSS 2 - 0 - 0 5.00 0.00 0 -0 -0 0 -0 -0 10 BF -Ea 20 Total ___.. 1 MV8 29 Ibs. each 8 - 0 - 0i. ' ROOF TRUSS 3 - 0 - 0 5.00 0.00 0 -0 -0 0 -0 -0 14 BF -Ea 14 Total \ Si 161 lbs. each 30 - 0 - 0 ROOF TRUSS 6 Rows Lat Brace 5 - 0 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 79 BF -Ea 79 Total i�� G s, 1 S10 197 lbs. each 30 - 0 - 0 2X6/2X4 ROOF TRUSS 2 Rows Lat Brace 7 - 6 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total • r / r , _ • 1 Sll 178 Ibs. each 30 - 0 - 0 ROOFTRUSS 7 Rows Lat Brace 7 - 6 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 84 BF -Ea 84 Total S12 196 lbs. each 30 - 0 - 0 2X6/2X4 ROOF TRUSS 1 Row Lat Brace 7 - 6 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total \ 1 S13 194 Ibs. each 30 - 0 - 0 2X6/2X4 ROOF TRUSS 7 -6 -10 5.00 -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total \ GI = 1 S14 195 lbs. each 30 - 0 - 0 2X6/2X4 ROOF TRUSS 7 - 6 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total �� 1 S2 174 Ibs. each 30 - 0 - 0 ROOF TRUSS 5 - 10 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 85 BF -Ea 85 Total -' � C - -,-.. _J 1 S3 193 lbs. each 30 - 0 - 0 2X6/2X4 ROOF TRUSS 1 Row Lat Brace 6 - 8 - 10 5.00 -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total -c' S4 181 lbs. each 30 - 0 - 0 7 - 6 - 10 ROOFTRUSS 5.00 24 Rows Lat Bract -2.50 2 -0 -0 2 -0 -0 86 BF -Ea 343 Total C� 6 S6 194 lbs. each 30 - 0 - 0 2X6/2X4 7 - 6 - 10 ROOF TRUSS 5.00 6 Rows Lat Brace -2.50 2 -0 -0 2 -0 -0 90 BF -Ea 540 Total °= 1 S7 187 Ibs. each 30 - 0 - 0 5 - 0 - 10 ROOF TRUSS 5.00 5 Rows Lat Brace -2.50 2 -0 -0 2 -0 -0 90 BF -Ea 90 Total - - -� `r ` ,,,,, S8 172 Ibs. each 30 - 0 - 0 5 - 10 - 10 ROOF TRUSS 5.00 -2.50 2 -0 -0 2 -0 -0 83 BF -Ea 83 Total - - S9 194 lbs. each 30 - 0 - 0 2X6/2X4 6 - 8 - 10 ROOFTRUSS 5.00 1 Row Lat Brace -2.50 2 -0 -0 2 -0 -0 91 BF -Ea 91 Total (1) 2 -Ply SGl 168 Ibs. each 30 - 0 - 0 4 - 2 - 10 ROOF TRUSS 5.00 -2.50 2 -0 -0 2 -0 -0 82 BF -Ea 163 Total 4 SJ7 19 Ibs. each 6 - 0 - 12 3 - 4 - 6 ROOF TRUSS 5.00 2.50 0 -0 -0 0 -0 -0 10 BF -Ea 40 Total - jj ------- - 4 Tl 62 lbs. each 14 - 8 - 0 13 - 8 - 12 4 - 4 - 5 ROOF TRUSS 5.00 0.00 2 -0 -0 2 -0 -0 30 BF -Ea 120 Total 31 13F -Ea 92 Total } --,- - - - r- - -I- 3 T2 62 lbs. each 4 4 5 ROOF TRUSS 5.00 0.00 2 -0 -0 0 -0 -0 s 0 - 11 - 4 -- 11 -6 -A 3. BEST TRUSS CO. ' 7035 SW 44 ST. MIAMI, FL 33175 Phone: 305- 667 -6797 Fax: 305- 667 -0592 To: R.J. M. BUILDERS 7204 W. BROWARD BLVD. PLANTATION FL., BR Production List Job Number: Page: 3 Date: 11 -06 -2003 - 3:21:27 PM Project ID: 3145 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 969 NE 92 ST. Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: 853 -8807 Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: /\ 3 T2A 59 lbs. each 14 - 1 - 0 ROOF TRUSS 4 - 4 - 5 5.00 0.00 2 -0 -0 0 -0 -0 s 0 - 7 - 0 29 BF -Ea 86 Total 4 T2B 56 lbs. each 14 - 8 - 0 ROOF TRUSS 4 - 4 - 5 5.00 0.00 2 -0 -0 0 -0 -0 27 BF -Ea 109 Total - ` 2 T3 39 lbs. each 8 0 - 0,i. r ROOF TRUSS 2 - 11 - 10 5.00 0.00 2 -0 -0 2 -0 -0 19 BF -Ea 37 Total .0.00 1 V3 2 lbs. each 1 - 9 - 0 ROOF TRUSS 0 -4 -6 5.00 0.00 0 -0 -0 0 -0 -0 1 BF -Ea 1 Total 2 1 (1) 2 -Ply V5 261bs.each V5A 15 lbs. each 7 - 10 - 8 5 - 9 - 0 ROOF TRUSS ROOF TRUSS 1 - 1I - 12 5.00 0.00 1- 2- 6 5.00 0.00 0 -0 -0 sO -0 -12 0 -0 -0 0 -0 -0 s0 -0 -12 0 -0 -0 13 BF -Ea 27 Total 8 BF -Ea 8 Total \ Ai 1 1 V5B 49 lbs. each V5C 461bs.each 7 - 10 - 8 7 ROOF TRUSS ROOF TRUSS 4 - 6 - 6 5.00 0.00 3 - 8 - 6 5.00 0.00 2-0-12 s 0- 0-12 2 -0 -12 sO -0 -12 2-0-12 s 0 -0 -12 2 -0 -12 s0 -0 -12 24 BF -Ea 24 Total 23 BF -Ea 23 Total �— /` 1 VSD 361bs.each 7 - 10 - 8 ROOF TRUSS 2 - 10 - 6 5.00 0.00 2-0- s0 -0 - -11 2 2-0- s0 -0 - -11 2 18 BF -Ea 18 Total F /I -b- 0 2 -8 -14 `Plate 10 -8 -10 Offsets [1:0- 2- 3.0 -1 -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 NO Code FBC2001 /ANSI95 CSI TC 0.95 BC 0.52 WB 0.55 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 0.31 -0.02 (loc) 2 -6 1 6 I/defl >999 >123 n/a Lid 240 180 n/a PLATES MI120 Weight: 66 Ib GRIP 249/190 lob , 3J45 Best Truss C0- iMi L Fl. -2-11 - 2 -9 -15 0 -1 -15 2 -9 -15 M CJ10 - 2 - 8 - 14 Truss LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 5 -4 -2 5 -4-2 REACTIONS (Ib /size) 6= 977/0 -10 -4, 2= 839/0 -10 -4 Max Horz2= 599(load case 2) Max Uplift6=- 890(load case 2), 2=- 903(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -8 =56, 2 -8 =56, 2 -3= -1201, 3 -4= -276, 4 -5= -155, 5 -6= -516 BOT CHORD 2 -6 =1105 WEBS 3-6= -996 Qty Ply - .M. BEDRS. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;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 890 Ib uplift at joint 6 and 903 Ib uplift at joint 2. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -8= -90.0 Trapezoidal Loads (plf) Vert: 8=- 0.0- to -5 =- 241.1, 2=- 1.7 -to -6= -53.6 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -8 =163.2 Horz: 1- 8= -173.2 Trapezoidal Loads (plf) Vert: 8= 54.1 -to -2 =63.4, 2=- 0.3 -to -5= 282.8, 2=- 0.8 -to -6= -26.8 Horz: 8 =- 54.1 -to -2= -64.2, 2=- 0.5- to -3 =- 141.7, 3 =- 141.7 -to -5= -309.6 Job Reference optional) 51 S MaT25 i s MiTk In us nes, nc. Thu Nov 06 ib:22:002003 - Page 1 10 -8 -10 10 -8 -10 5 -4-7 3.54[T2 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5 -10 -13 oc bracing. 3x6 11 5 0001 { Scale = 1:23.5 , Job 3J45 BestTruss CO., iM ami, FL Pia e - 211 -14 0 -1 -15 se s Truss CJ2 • 1 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 - 2 -9 -15 2 -9 -15 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001 /ANSI95 CSI TC 0.52 BC 0.01 WB 0.04 (Matrix) REACTIONS (Ib /size) 2= 489/0 -10 -4, 5=- 131 /Mechanical, 6= 0/0 -2 -2 Max Horz2= 112(load case 2) Max Uplift2=- 543(load case 2), 5=- 131(load case 1) Max Grav2= 489(load case 1), 5= 159(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -7 =55, 2 -7 =55, 2- 3 = -85, 3 -4 = -5 BOT CHORD 2 -5 =0 WEBS 3-5 =142, 1 -6 =0 Truss Type Qty Ply RT:M BLDRS. - 0002 ROOF TRUSS 2 1 Job Reference (optional) 5f00 s Mar 0i3 - MiTek Industries, Inc. i hiTN 06 1 22:00 2003 Page T 3.54 rT2 2 7 DEFL in (loc) I /defl Lid Vert(LL) n/a - n/a 999 Vert(TL) -0.00 4 >999 180 Horz(TL) -0.04 6 n/a n/a 2 -9 -3 2 -9 -3 - 2 -8 -14 2 -9 -3 2 -8 -14 2 -9 -3 NOTES 1) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4 Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 543 Ib uplift at joint 2 and 131 Ib uplift at joint 5. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -7= -90.0 Trapezoidal Loads (plf) Vert: 7= 0.0 -to -4= -63.6, 2=- 1.9 -to -5= -14.1 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -7 =104.2 Horz: 1 -7= -114.2 Trapezoidal Loads (plf) Vert: 7=- 9.9 -to-3 =62.9, 3= 121.9 -to -4= 129.8, 2=- 0.9- to- 5 = -7.1 Horz: 7= 9.9- to- 2 = -0.7, 2=- 0.7 -to-3= -69.2, 3=- 128.3 -to -4= -136.9 PLATES MI120 Weight: 23 Ib BRACING TOP CHORD Sheathed or 2 -9 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 2x4-if 4 3 Scale = 1:9.5 IX I' I IC J 1 1 5 2x4 I GRIP 249/190 Job 3J45 Truss CJ9 Truss Type ROOF TRUSS Qty 4 Ply 1 RJTM. BLDRS. Job Reference (optional) ei I russ CO -I. 5 - 100 s Mar 25 3 MiTek Indus nes, Inc. I hu Nov 08 1b:22:0f 2003 -2 -11� 14 - 2 -9 -15 4 -10 -14 9 -10 -1 co 0 t D -1 -15 2 -9 -15 8 3x4 2 1 4 -10 -14 4-11 -3 Scale 4 3.54112 2x4 I }_ 2x4 5 ■ E 1 6 7 4x5 - 3x6 - I- I - 2 -8 -14 9 -10 -1 i 2 -8 -14 9 -10 -1 • a e• 'se s ,. :1 1 • 1= 4],[6:0- 2- 4.0 -1 -8] 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 /ANSI95 CSI TC 0.98 BC 0.77 WB 0.40 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) -0.15 2 -6 >756 240 Vert(TL) -0.27 2 -6 >403 180 Horz(TL) -0.13 7 n/a n/a PLATES GRIP MI120 249/1 Weight: 50 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2= 745/0 -10-4, 6= 839 /Mechanical, 7= 0/0 -2 -2 Max Horz 2= 362(load case 2) Max Uplift2=- 405(load case 2), 6=- 583(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -8 =50, 2 -8 =50, 2 -3 =- 916, 3 -4 =81, 4 -5 = -17 BOT CHORD 2 -6 =841 WEBS 3-6= -883, 1 -7 =0, 4-6= -447 BRACING TOP CHORD Sheathed or 5 -10 -8 oc purl ns. BOT CHORD Rigid ceiling directly applied or 6 -10 -12 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 Ib uplift at joint 2 and 583 Ib uplift at joint 6. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -8= -90.0 Trapezoidal Loads (plf) Vert: 8=- 0.0- to -5 =- 221.4, 2=- 1.7 -to -6= -49.2 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -8 =71.0 Horz: 1 -8= -81.0 Trapezoidal Loads (plf) Vert: 8=- 7.0 -to -4= 179.8, 4= 272.0 -to -5= 277.3, 2=- 0.9 -to -6= -24.6 Horz: 8= 7.0- to- 2 = -0.3, 2=- 0.3 -to -3= -95.4, 3 =- 95.4- to -4 =- 203.8, 4 =- 296.0 -to -5= -301.9 00031 Pagef� 0 1:21.8 JoD , 3J45 0 ch es CTcuss -2-11 - 2 -9 -15 0 -1 -15 2 -9 -15 - 2 -8 -14 2 -8 -14 Plate Offsets (X,Y): [2:0-8-7,0-1-12], [4:0-3-0,0-3-0] 1 LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss CJ9A 1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2 -3 -15 Truss Type ROOF TRUSS REACTIONS (Ib /size) 2= 725/0 -10-4, 7= 861 /Mechanical, 8= 0/0 -2 -2 Max Horz 2= 350(load case 2) Max Uplift2=- 393(load case 2), 7=- 598(load case 2) Max Grav2= 725(load case 1), 7= 861(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =47, 2- 3=- 1399, 3-4= -1376, 4 -5 =85, 5 -6 = -17 BOT CHORD 2 -7 =1316 WEBS 4-7= -1293, 5- 7 = -462, 1 -8 =0 4 -11 -0 4-11 -0 CSI TC 0.78 BC 0.77 WB 0.54 (Matrix) Qty 1 Job Reference (optional) b 100 s Mar 25 20L3 MiT k Indus ries, Inc. Thu Nov 06 2003 Page 7 1 9 -10 -1 9 -10 -1 Ply 1 .J.M. BLDRS. 3.54 r1 DEFL in (loc) I /defl L/d Vert(LL) -0.05 2 -7 >999 240 Vert(TL) -0.23 2 -7 >494 180 Horz(TL) -0.06 8 n/a n/a BRACING TOP CHORD BOT CHORD 9 -10 -1 4-11 -0 NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 2 and 598 Ib uplift at joint 7. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0 Trapezoidal Loads (ptf) Vert: 2=- 1.0- to -6 =- 221.4, 2= 0.0 -to -7= -49.2 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =71.0 Horz: 1 -2= -81.0 Trapezoidal Loads (plf) Vert: 2=- 6.2 -to-5= 179.8, 5= 272.0 -to -6= 277.3, 2= 0.0 -to -7= -24.6 Horz: 2= 6.1 -to -3= -41.1, 3 =- 41.1- to -5 =- 203.7, 5 =- 295.9 -to -6= -301.9 PLATES MI120 Weight: 52 Ib Sheathed or 4-11 -5 oc purfns. Rigid ceiling directly applied or 5 -9 -7 oc bracing. 2x4 I I Scale = 1:22.7 6 GRIP 249/190 0004 Sob , 3J45 Truss HG1 Truss Type ROOF TRUSS Qty 1 Ply 1 -.. ' .: DRS. 00( Job Reference (optional) :es Tss CO., Miami, I. 5 s ar 25 1' 1 e ndustries, Inc. 1 hu Nov J6J5:22111 - 2003 Fa ge -2 -0 -0 7 -0 -0 7 -8 -0 14-8 -0 16 -8 -0 l i 2 -0 -0 7 -0 -0 0 -8 -0 7 -0 -0 2 -0 -0 Scale = 1:33 4x7 - 4x7 = 3 4 M u M 5.00 {T2 2 0 2x 1 5 2x4 I I P? i 11 of 6 n 1 OD-411 O. >-‹ - • 3x6 987 3x6L- = 5x6 - 7 -0 -0 7 -8 -0 14-8 -0 H 7 -0 -0 0 -8 -0 7 -0 -0 Plate U 'se s tam : r -, •- - , :r'- -',1- -: S ::1-3-0,0-3 =41 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 /ANSI95 CSI TC 0.96 BC 0.65 WB 0.33 (Matrix) DEFL in (loc) I /defl Lid Vert(LL) -0.09 5 -7 >999 240 Vert(TL) 0.19 6 >145 180 Horz(TL) 0.05 5 n/a n/a PLATES GRIP MI120 249/190 Weight: 66 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 5= 1729/0 -7 -4, 2= 1729/0 -7 -4 Max Uplift5=- 1252(load case 2), 2=- 1252(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -2874, 3 -4= -2526, 4 -5= -2874, 5 -6 =56 BOT CHORD 2 -9 =2489, 8 -9 =2526, 7 -8 =2526, 5 -7 =2489 WEBS 3-9 =796, 4 -7 =796 BRACING TOP CHORD Sheathed or 3 -2 -2 oc puffins. BOT CHORD Rigid ceiling directly applied or 5 -8 -15 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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 1252 Ib uplift at joint 5 and 1252 Ib uplift at joint 2. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 7 -0-0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 705.8lb down and 429.3Ib up at 7 -8-0, and 705.81b down and 429.31b up at 7 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 90.0, 3-4 =- 188.9, 4-6= -90.0, 2- 9= -20.0, 7 -9= -42.0, 5 -7= -20.0 Concentrated Loads (Ib) Vert: 9= -705.8 7= -705.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =68.3, 3 -4= 158.3, 4 -5 =68.3, 5 -6= 163.2, 2 -9= -10.0, 7 -9= -21.0, 5 -7= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -78.3, 4 -5 =78.3, 5 -6 =173.2 Concentrated Loads (Ib) Vert: 9 =429.3 7 =429.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 188.9, 4 -6= -30.0, 2 -9= -20.0, 7 -9= -42.0, 5 -7= -20.0 Concentrated Loads (Ib) Vert: 9= -705.8 7= -705.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 30.0, 3-4 =- 188.9, 4-6= -90.0, 2 -9= -20.0, 7 -9= -42.0, 5 -7= -20.0 Continued on pa_ge 2 5 2 Job , Truss 3J45 HG1 Best Truss CO., I-I. LOAD CASE(S) Concentrated Loads (lb) Vert: 9= -705.8 7= -705.8 Truss Type ROOF TRUSS Qty 1 5T00sMar Ply 1 k�.M. BLDRS. 0005 Job Reference (optional) 3 MiTek Industries, Inc. uu N OS15:22T02 2003 — Page 2 3J45 LO est Truss (,OMiami, 6. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2 -0 -0 2 -0 -0 Truss HG1A 1 1 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 5.00 [T2 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 7 -0 -0 7 -0 -0 7 -0 -0 7 -0 -0 Plate O se s , 4 0 8],[4 :0 -3- 12.0 -2- 0],[5:0- 0- 1,0- 0- (ji7`0 -3 -0 0-4] REACTIONS (lb /size) 5= 1499/0 -7 -4, 2= 1747/0 -7 -4 Max Horz2= 112(load case 2) Max UpliftS=- 832(load case 2), 2=- 1287(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3= -2934, 3- 4= -2584, 4 -5= -2929 BOT CHORD 2 -8 =2544, 7 -8 =2584, 6 -7 =2584, 5 -6 =2548 WEBS 3-8= 851, 4-6 =769 CSI TC 0.96 BC 0.77 WB 0.35 (Matrix) Job Reference (optional) b 100 s Mar 25 20C3 Industries, Inc. Thu Wov - 06 - 15:22:02 2003 Pag T Qty 1 1 7 -8 -0 0 -8 -0 4x7 4x7 = 3 4 = 876 3x6 3x6 -- 5x6 = 17 - 01 0 -8 -0 Ply 1 Ram. BLDR,. DEFL in (loc) I /defl Ud Vert(LL) 0.17 5 -6 >964 240 Vert(TL) 0.22 1 >126 180 Horz(TL) 0.05 5 n/a n/a 14-8 -0 7 -0 -0 14 -8 -0 7 -0 -0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =loft; TCDL= 5.0psf; BCDL= 5.Opsf: Category II; Exp C; enclosed;C -C interiorzone;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 832 Ib uplift at joint 5 and 1287 Ib uplift at joint 2. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 7 -0 -0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 705.8Ib down and 429.31b up at 7 -8-0, and 705.81b down and 429.31b up at 7 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 188.9, 4-5= -90.0, 2 -8= -20.0, 6 -8= -42.0, 5 -6= -20.0 Concentrated Loads (Ib) Vert 8= -705.8 6= -705.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =68.3, 3 -4= 158.3, 4-5 =68.3, 2 -8= -10.0, 6 -8= -21.0, 5 -6= -10.0 Horz: 1 -2 =- 173.2, 2- 3=- 78.3, 4-5 =78.3 Concentrated Loads (Ib) Vert: 8 =429.3 6 =429.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 188.9, 4 -5= -30.0, 2 -8= -20.0, 6 -8= -42.0, 5 -6= -20.0 Concentrated Loads (Ib) Vert: 8= -705.8 6= -705.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Continued orb 8�e32 -30.0, 3 -4 =- 188.9, 4 -5= -90.0, 2 -8= -20.0, 6 -8= -42.0, 5 -6= -20.0 PLATES MI120 Weight: 60 Ib BRACING TOP CHORD Sheathed or 2 -11 -12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -0 -1 oc bracing. Scale = 1:29. H GRIP 249/190 0006 ob , I Truss 3J45 HG1A es russ CO., iM "ami; FI LOAD CASE(S) Concentrated Loads (lb) Vert: 8= -705.8 6=-705.8 Truss Type ROOF TRUSS Qty Ply R.J.M B[DRS. 0006 1 1 Job Reference (optional) 5 Mar 25 20C3 Mirek Industnes nc. Thu Nov 15:22:02 Page 2 o • 3J45 best Truss CO., Miami, FI. 1 Truss HG2 5.00 r12 Truss Type ROOF TRUSS 4x5 3 2 -0 -0 2 -0 -0 Plate O se s , -120 0J, j5T - - - 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 /ANSI95 REACTIONS (Ib /size) 2= 605/0 -7 -4, 5= 605/0 -7 -4 Max Uplift2=- 708(load case 2), 5=- 708(load case 2) Max Grav2= 616(load case 3), 5= 616(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -417, 3 -4= -306, 4 -5= -417, 5 -6 =56 BOT CHORD 2 -8 =307, 7 -8 =306, 5 -7 =307 WEBS 3- 8 = -10, 4 -7 = -10 CSI TC 0.96 BC 0.53 WB 0.05 (Matrix) Qty I Ply RJ:M-BLDRS. -2 -0 -0 1 2 -0 -0 I 6 -0 -0 I 8 -0 -0 + 10 -0 -0 2 -0 -0 2 -0 -0 4-0 -0 2 -0 -0 2 -0 -0 Scale = 1:21.2 4x5 - 4 6 -0 -0 1 8 -0 -0 H 4-0 -0 2 -0 -0 1 11 Job Reference (optional) 5 100 s Mar 25 2003 MiTe Industries, Inc. T i�u Nov 06 (5:22:02 2003 Page - 1 - DEFL in (loc) I /defl L/d Vert(LL) 0.01 7 -8 >999 240 Vert(TL) 0.21 6 >132 180 Horz(TL) 0.00 5 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; partially;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 708 lb uplift at joint 2 and 708 Ib uplift at joint 5. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 2 -0-0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18.31b down and 17.7Ib up at 6 -0 -0, and 18.3Ib down and 17.71b up at 2 -0-0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) 1 Vert: 1 -3= -90.0, 3 -4= -76.4, 4 -6= -90.0, 2 -8= -20.0, 7 -8= -17.0, 5 -7= -20.0 Concentrated Loads (Ib) Vert: 8 = -18.3 7 = -18.3 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3= 101.6, 3 -4 =83.3, 4 -5= 101.6, 5 -6= 163.2, 2 -8= -10.0, 7- 8 = -8.5, 5 -7= -10.0 Horz: 1 -2 =- 173.2, 2 -3 =- 111.6, 4 -5= 111.6, 5 -6 =173.2 Concentrated Loads (Ib) Vert: 8 =17.7 7 =17.7 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4= -76.4, 4 -6= -30.0, 2 -8= -20.0, 7 -8= -17.0, 5 -7= -20.0 Concentrated Loads (Ib) Vert: 8= -18.3 7 = -18.3 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Continued orV� -30.0, 3- 4=- 76.4, 4-6= -90.0, 2 -8= -20.0, 7 -8= -17.0, 5- 7 = -20.0 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5 -1 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 2x4 6 000;1 I1 PLATES GRIP MI120 249/190 Job I Truss 3J45 HG2 Best Truss CO., Miami, Fl. LOAD CASE(S) Concentrated Loads (lb) Vert: 8 = -18.3 7 = -18.3 Truss Type ROOF TRUSS Qty 1 Ply R.J.M.8LDR5. 0007 Job Reference (optional) 5 100 s Ma r 25 3 MiTek Industries, Inc. Thu Nov J6 15:22:02 2003 Paget Job 3J45 eels Truss COMmi, FI. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 a 1 Truss J1 Plate Offse s - ] LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 I— SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS -2 -0 -0 2 -0 -0 Qty Ply 14 1 5 100 s ar CSI TC 0.72 BC 0.00 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 =- 176 /Mechanical, 2= 459/0 -7 -4, 4 =9 /Mechanical Max Horz2= 183(load case 2) Max Uplift3=- 176(load case 1), 2=- 799(load case 2) Max Grav3= 362(load case 2), 2= 459(load case 1), 4= 9(load case 1) FORCES (Ib) First Load Case Only TOP CHORD 1 -2 =56, 2- 3 = -145 BOT CHORD 2-4 =0 RJM BLDh b. DEFL in (loc) I /defl Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.16 1 >162 180 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD 1 -0 -0 1 -0 -0 1 -0 -0 1 -0 -0 Sheathed or 1 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;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 176 Ib uplift at joint 3 and 799 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 2-4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -3= 104.2, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -114.2 Job Reference (optional) 3 Mire cl In us nes, nc�hu ► ifi 06 Tb:22:02 2003 - Page 1 3 PLATES MI120 Weight: 9 Ib GRIP 249/190 0008 Scale = 1:6.6 o • 3J45 BesTTruss CO., Miami, FI. 1 Truss J1A LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.3 Truss Type ROOF TRUSS - 2 - 0 - 0 REACTIONS (Ib /size) 3=- 176 /Mechanical, 2= 459/0 -7 -4, 4 =9 /Mechanical Max Horz2= 162(load case 2) Max Uplift3=- 176(Ioad case 1), 2=- 787(Ioad case 2) Max Grav3= 377(Ioad case 2), 2= 459(Ioad case 1), 4= 9(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =53, 2- 3 = -149 BOT CHORD 2-4 =2 Qty 2 Ply 1 R.J.M. BLDRS. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 3 and 787 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 2- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -3 =75.0, 2- 4 = -10.0 Horz: 1 -2 =- 173.2, 2- 3 = -85.0 0009 Job Reference (optional) 5 s MaT 25 MiTkln us nes, nc. l hu Nov 0675:22032003 Page I 1 1 -0 -0 1 -0 -0 1 -0 -0 3 PLATES M1120 Weight: 10 Ib 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 /ANSI95 CSI TC 0.72 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.16 1 >162 180 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD Sheathed or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:6. GRIP 249/190 o. 3J45 :es russ CO , Miami, Truss J2 Truss Type ROOF TRUSS Qty 2 Ply 1 RIMBLDRS. ob Rece optional feren . 5 100 s Mar 25 20C3 us nes. nc. u ov f5:22:( LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 1 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.69 BC 0.02 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 = -18 /Mechanical, 2= 401/0 -7 -4, 4 =19 /Mechanical Max Horz2= 230(load case 2) Max Uplift3=- 18(load case 1), 2=- 613(load case 2) Max Grav3= 76(load case 2), 2= 401(load case 1), 4= 19(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =55, 2 -3 = -91 BOT CHORD 2 -4 =0 2 -0 -0 2 -0 -0 DEFL in (loc) I /defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.20 1 >127 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially :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 18 Ib uplift at joint 3 and 613 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 2 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -3= 104.2, 2- 4 = -10.0 Horz: 1 -2 =- 173.2, 2- 3= -114.2 Weight: 12 Ib BRACING TOP CHORD Sheathed or 2 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 4 Page f PLATES GRIP MI120 249/190 0010 cale = 1:8.2 1 Job , Truss 3J45 BeStTrus CO Miami, 1-1. c) 9) 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 J3 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 - - - SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS CSI TC 0.84 BC 0.03 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 =24 /Mechanical, 2= 452/0 -7 -4, 4 =26 /Mechanical Max Horz2= 276(load case 2) Max Uplift2=- 651(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3 = -102 BOT CHORD 2 -4 =0 2 -0 -0 3 -0 -0 2 2x4 = H 5.00112 Qty Ply R-J.M. BLDRS 1 r 25� 3 NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;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 651 Ib uplift at joint 2. 4 This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 2- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2- 3= 104.2, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -114.2 0011 10 Job Reference (optional)_ b 100 s Ma MiTek — Indi tees, Inc. Thi Nov 06 75:22:1152001 Page 3 -0 -0 3 -0 -0 3 -0 -0 DEFL in (loc) I /defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.32 1 >89 180 Horz(TL) -0.00 3 n/a n/a PLATES MI120 Weight: 15 Ib BRACING TOP CHORD Sheathed or 3 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 3 4 1 2x4 GRIP 249/190 = 1:9.8 1 JD Truss 3J45 J3A Best Truss CO- Miami, . M 2x4 11 Plate se s : 10,0 -5 =i2] 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 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 1-9-13 -2 -0 -0 2 -0 -0 Truss Type ROOF TRUSS 2 1 1 CSI TC 0.67 BC 0.04 WB 0.00 (Matrix) REACTIONS (Ib /size) 4 =59 /Mechanical, 2= 419/0 -7 -4, 5 =29 /Mechanical Max Horz2= 224(load case 2) Max Uplift4=- 8(load case 2), 2=- 540(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =47, 2- 3 = -108, 3 -4 =12 BOT CHORD 2 -5 =5 5.00112 5x6 I I Qty Ply .. . BLDRS. 0012 2 1 Job Reference (optional) 5 100 s Mar 2 iTee Industries, Inc. Thu Nov Ob 15:22:06 2003 Page 1 3 3 -0 -0 3 -0 -0 3x4 3 -0 -0 3 -0 -0 2.5011 DEFL in (loc) 1 /dell Ud Vert LL n/a - n/a 999 Vert(TL) 0.12 1 >204 180 Horz(TL) 0.00 4 n/a n/a 4— t- - -I\ / Scale = 1:9.8 BRACING TOP CHORD Sheathed or 3 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 4 and 540 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 2 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -4 =75.0, 2- 5 = -10.0 Horz: 1 -2 =- 173.2, 2- 4 = -85.0 5 PLATES MI120 Weight: 18 Ib 1 r — + /I t 111 u; GRIP 249/190 Job , 3J45 Truss J5 Truss Type ROOF TRUSS Qty 10 Ply 1 .. V .: DRS. Job Reference (optional) Best Tru O : , Miami, I. 510, s ar 663 MiTTrndustries. Inc. ihu Novfl flh.)).11R P 1 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3= 155 /Mechanical, 2= 521/0 -7 -4, 4 =46 /Mechanical Max Horz2= 371(load case 2) Max Uplift3=- 199(load case 2), 2=- 646(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3 = -115 BOT CHORD 2 -4 =0 5 -0 -0 5 -0 -0 NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; partially;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 199 Ib uplift at joint 3 and 646 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 2 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3= 104.2, 2- 4 = -10.0 Horz: 1 -2 =- 173.2, 2- 3= -114.2 PLATES MI120 Weight: 22 Ib BRACING TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0013 e i 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 /ANSI95 CSI TC 0.84 BC 0.09 WB 0.00 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.25 1 >111 180 Horz(TL) -0.00 3 n/a n/a GRIP 249/190 OD , 3J45 Best Truss CO., Miami, FI. oa N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss J5B -2 -0 -0 Pla - i:e 0 se s 1- 10,0 -5 -12] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2 -8 -10 Truss Type ROOF TRUSS CSI TC 0.67 BC 0.10 WB 0.00 (Matrix) REACTIONS (Ib /size) 4= 178 /Mechanical, 2= 500/0 -7 -4, 5 =49 /Mechanical Max Horz2= 295(load case 2) Max Uplift4=- 152(load case 2), 2=- 535(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =47, 2- 3 = -128, 3 -4 =51 BOT CHORD 2 -5 =8 NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withst joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters in LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 2 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -4 =75.0, 2 -5= -10.0 Horz: 1 -2 =- 173.2, 2- 4 = -85.0 Qty 2 Ply R. LDRS. 1 0014 Job Reference (optional) 5 00 s M 3 M1 - industries, Inc. Ihu Nov 06 T5:22T07 - Page F 5 -0 -0 5 -0 -0 5 -0 -0 DEFL in (loc) I /defl Vert LL n/a - n/a Vert TL 0.08 1 >312 Horz(TL) 0.01 4 n/a Lid 999 180 n/a BRACING TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. enclosed;C -C interior zone;Lumber DOL =1.33 grain formula. Building designer should verify anding 152 Ib uplift at joint 4 and 535 Ib uplift at dicated. L PLATES MI120 Weight: 26 Ib GRIP 249/190 JoTi , Truss 3J45 J7 BestTrtss CO., Miami, H. LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 Truss Type ROOF TRUSS REACTIONS (Ib /size) 3= 261 /Mechanical, 2= 615/0 -7 -4, 4 =66 /Mechanical Max Horz 2= 370(load case 2) Max Uplift3=- 230(load case 2), 2=- 609(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3 =85 BOT CHORD 2-4 =0 Oty 4 Ply 1 Job Reference (optional) 5 s Mar 2520 3 MiTEFFOustries, Inc. 1 hu ov 6 1522:08 2003 Page 1 7-0-0 7-0-0 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 /ANSI95 CSI TC 0.84 BC 0.19 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.21 1 >134 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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 230 Ib uplift at joint 3 and 609 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 2- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =73.4, 2- 4 = -10.0 Horz: 1- 2=- 173.2, 2- 3 = -83.4 PLATES MI120 Weight: 28 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. GRIP 249/190 0015 Job . Truss Truss Type Qty Ply RJM. BLDRS. 3J45 J7A ROOF TRUSS 2 1 Job Reference (optional) Best Truss C0- iM ami, FI. 5 f00 Mar 25 MiTek Indusines. Inc. r hu Nov fSR L c h LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Plate O se s X,Y)T[2 0- 0- 8,0 -T -8] LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 -2 -0 -0 2 -0 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.84 BC 0.19 WB 0.00 (Matrix) REACTIONS (Ib /size) 3= 261 /Mechanical, 2= 615/0 -7 -4, 4 =66 /Mechanical Max Horz2= 461(load case 2) Max Uplift3=- 348(Ioad case 2), 2=- 684(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3 =85 BOT CHORD 2 -4 =0 7 -0 -0 7 -0 -0 7 -0 -0 7 -0 -0 DEFL in (loc) I /defl Ud Vert LL n/a - n/a 999 Vert TL 0.21 1 >134 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category 11; Exp C; partially;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 348 Ib uplift at joint 3 and 684 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 2-4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -3= 102.5, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2 -3= -112.5 PLATES M1120 Weight: 28 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 0016 2003 Page T 3 Sri 1:16.3 4 1/1 GRIP 249/190 - Job 3J45 Best Truss CO- Miami, F1. M u s M ae se s LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss J7C -2 -0 -0 2 -0 -0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 3 -9 -10 Truss Type ROOF TRUSS CSI TC 0.74 BC 0.20 WB 0.00 (Matrix) REACTIONS (Ib /size) 4= 280 /Mechanical, 2= 598/0 -7 -4, 5 =69 /Mechanical Max Horz 2= 360(load case 2) Max Uplift4=- 258(load case 2), 2=- 558(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =47, 2- 3 = -156, 3 -4 =83 BOT CHORD 2 -5 =11 Qty Ply DRS. Job Reference (optional) 51.00 s Mar 2520 MiTek Indus ries, Inc.-Thu Nov 061 2003 - Page 1 7 -0 -0 7 -0 -0 7 -0 -0 7 -0 -0 DEFL in (loc) l/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.15 1 >166 180 Horz(TL) 0.03 4 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at joint 4 and 558 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-4= -90.0, 2 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -4 =73.4, 2 -5= -10.0 Horz: 1 -2 =- 173.2, 2- 4 = -83.4 PLATES MI120 Weight: 34 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. - GRIP 249/190 0017 Job_ 3J45 Best Truss CO., Miami, I-1. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 2x4 Truss J7D LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 -2 -0 -0 2 -0 -0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type MONO TRUSS REACTIONS (Ib /size) 2= 640/0 -8 -0, 6= 377/0 -8 -0 Max Horz2= 500(load case 2) Max Uplift2=- 690(load case 2), 6=- 394(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3 = -410, 3 -4 =43, 4 -5 = -9, 4-6= -170 BOT CHORD 2 -6 =278 WEBS 3-6= -310 CSI TC 0.88 BC 0.26 WB 0.12 (Matrix) 3 -11 -5 3 -11 -5 Qty Ply R.J.M. BLDRS. 100 s Mar 25 20 3 irvl'Tek Indus 0018 4 1 Job Reference (optional) - 5 nes, Inc. Thu Nov 0615:22:10 2003 Page T 5.00 r12 2x4 7 -8 -0 7 -8 -0 DEFL in (loc) I /defl Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.36 1 >80 180 Horz(TL) -0.00 6 n/a n/a 7 -8 -0 3 -8 -11 2x4 = 3x4 NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category 11; Exp C; partially;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 690 Ib uplift at joint 2 and 394 Ib uplift at joint 6. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 2- 6= -20.0, 1- 4= -90.0, 4 -5= -90.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 2 -6= -10.0, 1 -2= 163.2, 2 -4= 101.9, 4-5 =163.2 Horz: 1 -2 =- 173.2, 2 -4 =- 111.9, 4 -5= -173.2 PLATES MI120 Weight: 40 Ib 2x4 11 Scale = 1:19. 5 4 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 Job 3J45 Best Truss CO., Miami, FI. ae se s LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss MG7 1 1 1.1 -. LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* 4-5 2 X 6 SYP No.2 SLIDER Left 2 X 4 SYP No.3 1 -7 -8 3x6 11 Truss Type ROOF TRUSS 3x4 3 -1 -12 3 -1 -12 3 -1 -12 3-1 -12 - 4,0-2- 0),[6:0- 4- 0,0 -1=8] REACTIONS (Ib /size) 1= 1323 /Mechanical, 5= 1323 /Mechanical Max Horz 1= 248(load case 2) Max Upliftl=- 666(load case 2), 5=- 786(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -1516, 2- 3=- 1453, 3 -4 =44, 4 -5= -141 BOT CHORD 1 -6 =1274, 5 -6 =1274 WEBS 3 -6= 1201, 3-5= -1481 6 3x6 I I Qty 1 100s Ply 1 6 -3 -8 3 -1 -12 LDRS. 2x4 11 { 6 -3 -8 3 -1 -12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.36 BC 0.47 WB 0.36 (Matrix) DEFL in (loc ) I /defl Ud Vert(LL) 0.02 1-6 >999 240 Vert(TL) -0.03 1 -6 >999 180 Horz(TL) 0.01 5 n/a n/a Job Reference (optional) 11 v i e cFIndus nes, Inc. Thu N06 15:22:11 Page i 5 4x5 = NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp 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 666 Ib uplift at joint 1 and 786 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Girder carries tie -in span(s): 14 -0 -0 from 0 -0 -0 to 6 -4 -0 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1 -5= -346.6 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =74.1, 1 -5 =165.3 Horz: 1 -4= -84.1 PLATES M1120 Weight: 40 Ib BRACING TOP CHORD Sheathed or 4-9 -2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8 -6 -11 oc bracing. Scale = 1:17.7 GRIP 249/190 0019 Jo Truss 3J45 MV2 Best Truss GU., Miami, . Ptate Offsets (X,Y): L2adge,0 -4 101 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SPACI1.11 2 -0-0 Plates n G crease 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 REACTIONS (Ib /size) 1= 47/2 -0-0, 3= 47/2 -0 -0 Max Horz 1= 40(load case 2) Max Uplift)=- 17(load case 2), 3=- 39(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =15, 2 -3 = -38 BOT CHORD 1 -3 =0 Truss Type ROOF TRUSS CSI TC 0.02 BC 0.00 WB 0.00 (Matrix) Qty 1 1 Job Reference (optional) 5 100 s Mar MTek — Ir llries, Inc. - TFI1 Nov 06 15:2212 2003 - Page 1 2 -0 -0 2 -0 -8x DEFL ) (LL) Vert n/a in (Ioc Vert ((TL) n/a - Horz(TL) 0.00 Ply N.J. 1/deft n/a n/a n/a Ud 999 999 n/a PLATES MI120 Weight: 5 Ib BRACING TOP CHORD Sheathed or 2 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1 and 39 Ib uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =75.0, 1- 3 = -10.0 Horz: 1 -2= -85.0 GRIP 249/190 0020 Scale = 1:5.1 3J45 est Truss CO., Miami, H. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss MV4 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates 1.33 Lumber Increase 1.33 Rep Stress Incr Increase YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 2x4 REACTIONS (Ib /size) 1= 172/4 -0-0, 3= 172/4 -0-0 Max Horz 1= 111(load case 2) Max Upliftl=- 79(load case 2), 3=- 125(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43, 2- 3 = -141 BOT CHORD 1 -3 =0 CSI TC 0.19 BC 0.04 WB 0.00 (Matrix) 4-0 -0 4-0 -0 4 -0 -0 4-0 -0 DEFL Vert(LL) Vert(TL) Horz(TL) Qty 2 BRACING TOP CHORD BOT CHORD Ply 1 Job Reference (optional) 100 s Mar 25 20C3 MiTekc Indus nes, Th�iov 06 15:22:12 Page 1 2x4 11 2 in (loc) n/a - n/a - 0.00 R.J.M. BLDRS. I /defl n/a n/a n/a Lid 999 999 n/a PLATES MI120 2x1 III Weight: 13 Ib Sheathed or 4 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint 1 and 125 Ib uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =75.0, 1- 3 = -10.0 Horz: 1- 2 = -85.0 Scale = 1:8.3 GRIP 249/190 0021 3J45 • Best- I russ CO., Miami, LOADING (psl) TCLL 30.00 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 2x4 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 Truss Type ROOF TRUSS REACTIONS (Ib /size) 1= 84/6 -0-0, 4= 124/6 -0 -0, 5= 356/6 -0 -0 Max Horz 1= 180(load case 2) Max Uplift4=- 90(load case 2), 5=- 255(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =52, 2 -3 =29, 3- 4 = -102 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -291 CSI TC 0.14 BC 0.03 WB 0.09 (Matrix) 6 -0 -0 6 -0 -0 2x4 II 6 -0 -0 6 -0 -0 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 RJ:M- BCDRS. I /defl Ud n/a 999 n/a 999 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =1 Oft; TCDL= 5.Opsf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 4 and 255 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =74.4, 1 -4= -10.0 Horz: 1- 3 = -84.4 Job Reference (optionalL s Mar 252013 MIT4 cI industries, Inc. Th T -U Nov 05 T5 22:T32003 Pale 3 H 2x4 II 2x4 1 PLATES MI120 Weight: 21 Ib BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Scale = 1:13. GRIP 249/190 0022 J rJob • Truss 3J45 MV8 est Truss COT, - 14F, F LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 2x4 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (Ib /size) 1= 126/8 -0 -0, 4= 166/8 -0 -0, 5= 492/8 -0 -0 Max Horz 1= 245(load case 2) Max Uplift4=- 116(load case 2), 5=- 343(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =74, 2 -3 =39, 3- 4 = -136 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2- 5 = -403 Truss Type ROOF TRUSS CSI TC 0.26 BC 0.06 WB 0.12 (Matrix) 8 -0 -0 8 -0 -0 2x4 II 8 -0 -0 8 -0 -0 DEFL Vert(LL) Vert(TL) Horz(TL) NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at joint 4 and 343 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1-4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =72.5, 1- 4 = -10.0 Horz: 1- 3 = -82.5 Qty Ply R.J:M- BLDRS. - 0023 1 UO s Mar 25 2t7 3 MiTek Indusfr es Inc Thu ov i - "— 1 1 Job Reference o tional 5 N06 5 :22:13 2003 Page i in (loc) n/a - n/a - 0.00 I /defl Ud n/a 999 n/a 999 n/a n/a 2x4 I I 3 PLATES MI120 { 2x4 I I Weight: 29 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:17.5 GRIP 249/190 Job • Truss 3J45 S1 EfesfTruss CO., Miami, hl. 1 - 2 -0 -0 4-7 -5 9 -0 -0 2 -0 -0 4-7 -5 4 -4 -11 2x4 2 = 4x5 5.00 [T2 Truss Type ROOF TRUSS 4x9 3x4 2x4 4 : - 1.W 1 18 4x9 14 -4 -0 21 -0 -0 5 -4 -0 6 -8 -0 3x6 6 15 7x10 17 16 3x4 = 2x4 I I Qty Ply M. BLDHS. 00241 1 1 Job Reference (optional) b 100 s Mar 25 20 3 MiTeel Industries tnc. Thu No 0615:77:T42003 Page 1 1 4x7 5x8 = 25 -4-4 — 4 -4-4 3x4 3x6 2.50[12 8 9 30 -0 -0 32 -0 -0 I— i 4 -7 -12 2 -0 -0 Scale = 1:62.2 1 0 13 2x4 II 4x9 -- 3x10 11 2x4 II Plate O'se s LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 9 -0 -0 14-4 -0 20 -10 -8 9 -0 -0 5 -4-0 6 -6 -8 6 X0=2 0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.98 BC 0.77 WB 0.76 (Matrix) 1:0- 1- 14,0 -2 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except* 6-16 2 X 4 SYP No.3, 14 -152 X4 SYP SS, 11-14 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 *Except* 5 -15 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 2 -5 -6 -4 BRACING TOP CHORD BOT CHORD WEBS NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1237 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 7= -90.0, 7 -12= -90.0, 2 -16= -20.0, 14-15= -20.0, 11 -14= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -5 =67.2, 5 -7 =75.0, 7 -11 =67.2, 11- 12= 163.2, 2 -16= -10.0, 14- 15= -10.0, 11- 14 = -10.0 Horz: 1 -2 =- 173.2, 2 -5= -77.2, 7 -11 =77.2, 11 -12 =173.2 Drag: 5- 6 = -0.1, 6 -7 =0.1 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 7= -30.0, 7 -12= -30.0, 2 -16= -20.0, 14 -15= -20.0, 11 -14= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5- 7= -90.0, 7- 12= -90.0, 2- 16= -20.0, 14-15= -20.0, 11- 14 = -20.0 25 -4 -4 4-5 -12 5:0 -6 -8 0 -5 DEFL in (loc) I /defl Vert LL 0.61 14 -15 >584 Vert TL -0.93 14 -15 >384 Horz(TL) 0.43 11 n/a Ud 240 180 n/a Sheathed or 2 -0 -2 oc purlins. Except: 2 -0 -0 oc bracing: 5 -7 Rigid ceiling directly applied or 4 -0 -1 oc bracing. 1 Row at midpt 6 -14 REACTIONS (lb /size) 11= 1819/0 -7 -4, 2= 1844/0 -7 -4 Max Horz2= 11(load case 2) Max Upliftll=- 1237(load case 2), 2=- 1283(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -3095, 3 -4= -2813, 4 -5= -2670, 5 -6= -5833, 6 -7= -4749, 7 -8= -5067, 8 -9= -5078, 9 -10= -4895, 10- 11= -4995, 11 -12 =47 BOT CHORD 2 -18 =2692, 17 -18 =166, 16 -17 =166, 15- 16 =51, 6- 15 = -87, 14 -15 =6006, 13 -14 =4498, 11 -13 =4467 WEBS 3-18= -174, 5 -18= -715, 15 -18 =2513, 5 -15 =3564, 6 -14= -1319, 7 -14 =1313, 9 -14 =292, 9- 13 = -62 interior zone;Lumber DOL =1.33 . Building designer should verify uplift at joint 11 and 1283 Ib nails. 30-0-0 PLATES MI120 Weight: 162 Ib 12 GRIP 249/190 rTob , 3J45 Truss S10 Truss Type ROOF TRUSS Qty 1 Ply 1 .. R.J.M. BEDRS. 0025 Job Reference (optional) I 6esfTssCOMiami, H. 5 s ar 5 20 -2 -0 -0 7 -3 -5 14 -4 -0 15 -0 -0 21 -10 -8 3 MiTek Industries, Inc. Th TN v 06 15:2215 Page 1 25 -9 -8 30 -0 -0 32 -0 -0 F i 2 -0 -0 7 -3 -5 3x4 M 2x4 _7_ 2 1 1 7 -0 -11 5.001-12- 2x4 5 4x7 .' i 0 -8 -0 6x10 11 ; � f 6 -10 -8 = 6 2x411 4x7 7 1 1 1 -1 3 -11 -0 4-2 -8 2 -0 -0 Scale = 1:60.1 8 2x4 9 10 2x4 - Ti? 12 � 11 a ∎� - 6x10 - 5x6 4x5 - 15 14 6x10 5x12 = 2x4 11 2.50112 7 -3-5 14-4 -0 21 -10 -8 30 -0 -0 1 1 I 7 -6 -8 8 -1 -8 7 -3-5 7 - -1 1 57 Plate O' se s UWE:II��.IDI(��G5:f, - - -4,V v 0, : , -. 1- -I ` 1- 1 -, :• 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 /ANSI95 CSI TC 0.85 BC 0.86 WB 0.96 (Matrix) DEFL in (Ioc) I /defl Ud Vert(LL) 0.49 12-13 >727 240 Vert(TL) -0.57 12 -13 >619 180 Horz(TL) 0.27 10 n/a n/a PLATES GRIP MI120 249/190 Weight: 197 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-2 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 3 -7 -5 oc bracing. 5 -14 2 X 4 SYP No.3 WEBS 1 Row at midpt 13 -15, 6 -12 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2= 1826/0 -7 -4, 10= 1826/0 -7 -4 Max Horz 2= 4(Ioad case 2) Max Uplift2=- 1649(load case 2), 10=- 1649(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3 =- 3164, 3-4= -2988, 4 -5= -2861, 5 -6= -2745, 6 -7= -4874, 7 -8= -5060, 8 -9= -5030, 9 -10= -4762, 10 -11 =57 BOT CHORD 2 -15 =2772, 14- 15 =82, 13- 14 =77, 5- 13 =42, 12 -13 =2531, 10 -12 =4235 WEBS 3-15= -478, 13-15 =2758, 3 -13= -134, 8 -12= -505, 9 -12 =476, 6 -13 =764, 6 -12 =2555 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1649 Ib uplift at joint 2 and 1649 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6- 11= -90.0, 2- 14= -20.0, 12- 13= -20.0, 10- 12 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -6 =96.3, 6 -10 =96.3, 10 -11= 163.2, 2 -14= -10.0, 12 -13= -10.0, 10 -12= -10.0 Horz: 1 -2 =- 173.2, 2 -6 =- 106.3, 6 -10= 106.3, 10 -11 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -11= -30.0, 2- 14= -20.0, 12 -13= -20.0, 10 -12= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -30.0, 6- 11= -90.0, 2 -14= -20.0, 12 -13= -20.0, 10- 12 = -20.0 Job , 3J45 13estTruss CO., Miami, FL 2x4 H 2 «j 1 0 e LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss S11 -2 -0 -0 7 -3 -5 2 -0 -0 7 -3 -5 Truss Type ROOF TRUSS —3x6 = 1 - :.s se s 3x4 3x4 1716 3x4 = 4x7 = 7 -3 -5 7 -3 -5 [1 IP1 -'5; SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except* 5-15 2 X 4 SYP No.3, 11-13 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 2 -3 -1 14 -4-0 15-0 19 -10 -8 7 -0 -11 0 -8 -0 4 -10 -8 5.00112 14-4 -0 7 -0 -11 CSI TC 0.99 BC 0.79 WB 1.00 (Matrix) 4x5 = 2x4 11 6 5 2x4 11 3x4 7 8 4 6x10 = 15 2x4 11 1 19 -10 -8 5 -6 -8 Ply RTLM. BLDRS. 0026 1 Job Reference (optional) b 00 s Mar 2b 20 3 MiTek Induslnes, Inc. 1 hu Nov 06 Page T Qty - 1 -I 1 13 6x10 = 24-9 -8 4-11 -0 2.50 X12 DEFL in (loc) I /defl Lid Vert LL 0.40 13 -14 >888 240 Vert TL -0.61 13-14 >578 180 Horz(TL) 0.28 11 n/a n/a 4 2x4 = 9 1 30 -0 -0 10 -1 -8 [1 4:0 -2- 4,0-3 -0], [1/:0- 2- 8,0 -2:0] REACTIONS (Ib /size) 11= 1829/0 -7 -4, 2= 1829/0 -7 -4 Max Horz2=- 2(load case 2) Max UpIift11=- 1226(Ioad case 2), 2=- 1226(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3 =- 3116, 3-4= -3220, 4 -5= -3094, 5 -6= -3107, 6 -7= -4646, 7 -8= -4491, 8 -9= -4618, 9 -10= -4889, 10- 11= -4995, 11 -12 =58 BOT CHORD 2 -17 =2712, 16- 17 =63, 15- 16 =63, 14- 15 =73, 5- 14 = -347, 13 -14 =2627, 11 -13 =4501 WEBS 3 -17= -613, 14-17 =2756, 3 -14 =147, 6 -14 =1241, 7 -13= -514, 9 -13= -198, 6 -13 =2180 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1226 Ib uplift at joint 11 and 1226 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -12= -90.0, 2 -15= -20.0, 13 -14= -20.0, 11 -13= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -6 =67.2, 6 -11 =67.2, 11 -12= 163.2, 2- 15= -10.0, 13 -14= -10.0, 11 -13= -10.0 Horz: 1 -2 =- 173.2, 2- 6= -77.2, 6 -11 =77.2, 11 -12 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6- 12= -30.0, 2 -15= -20.0, 13 -14= -20.0, 11 -13= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -30.0, 6 -12= -90.0, 2 -15= -20.0, 13 -14= -20.0, 11 -13= -20.0 30 -0 -0 + 32-0-0 i 5 -2 -8 2 -0 -0 Scale = 1:60.9 10 5x12 _` 3x10 3x8 PLATES MI120 Weight: 178 Ib BRACING TOP CHORD Sheathed or 3 -1 -4 oc purlins. Except: 2 -0 -0 oc bracing: 6-11 BOT CHORD Rigid ceiling directly applied or 5 -7 -12 oc bracing. 11 2x4 I 12 GRIP 249/190 1 Jo• 3J45 Best I runs CO lame, LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss S12 -2-0 -0 I 7 -3 -5 2 -0 -0 7 -3 -5 M 2x4 - 2 # 1 -3x6 = SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 Truss Type Qty Ply R.J.M. BLDRS. 0027 ROOF TRUSS 1 1 Job Reference (options_ 5 100 s Mar 25 - 2003 MiTek tndusffnes, Inc. ?h0 N 06 2003 Page 17 -10 -8 1 14 -4 -0 15-0 f 23 -9 -8 7 -0 -11 0 -8 -0 2 -10 -8 5 -11 -0 1716 3x4 = 4x7 = 5.00 r1.2_ 2x4 11 4x7 '• 7 4x7 3x4 8 _ 6x10 = 5x8 = 12 1 7 -3 -5 1 14-4 -0 1 17 -10 -8 1 23 -9 -8 1 30 -0 -0 7 -3 -5 7 -0 -11 3 -6 -8 5 -11 -0 6 -2 -8 Prate Uttset (XY): [10:0-4-3,0-2-0J, , - -, [ - - , - - - 4,0 -3 -4J, [17:0- 3- 0,0 -2 -0J CSI TC 0.66 BC 0.99 WB 0.86 (Matrix) 5x6 = 2x4 11 6 5 15 2x4 11 2.50112 3x4 DEFL in (loc) l/defl Lid Vert(LL) 0.35 12 -13 >996 240 Vert(TL) -0.60 12 -13 >590 180 Horz(TL) 0.34 10 n/a n/a 9 5x6 REACTIONS (Ib /size) 2= 1826/0 -7 -4, 10= 1826/0 -7 -4 Max Horz2= 6(load case 2) Max Uplift2=- 1220(load case 2), 10=- 1220(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3 =- 3169, 3-4= -3609, 4 -5= -3480, 5 -6= -3425, 6 -7= -4407, 7 -8= -4367, 8 -9= -4444, 9 -10= -5366, 10 -11 =57 BOT CHORD 2 -17 =2777, 16- 17 =84, 15- 16 =84, 14- 15 =76, 5- 14 = -164, 13 -14 =2977, 12 -13 =4855, 10-12 =4849 WEBS 3-17= -801, 14 -17= 2851, 3-14 =437, 7 -13= -393, 9 -13= -708, 6 -13 =1872, 6 -14 =1148, 9 -12 =112 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interiorzone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1220 Ib uplift at joint 2 and 1220 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -90.0, 6 -11= -90.0, 2- 15= -20.0, 13 -14= -20.0, 10 -13= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -6 =67.2, 6 -10 =67.2, 10-11= 163.2, 2- 15= -10.0, 13-14= -10.0, 10-13= -10.0 Horz: 1 -2 =- 173.2, 2- 6= -77.2, 6 -10 =77.2, 10 -11 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -11= -30.0, 2 -15= -20.0, 13 -14= -20.0, 10 -13= -20.0 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -30.0, 6 -11= -90.0, 2- 15= -20.0, 13 -14= -20.0, 10 -13= -20.0 30 -0 -0 1 32 -0 -0 6 -2 -8 2 -0- 1e = 1:60.1 PLATES MI120 ' H Weight: 196 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3 -1 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4 -5 -10 oc bracing. 5 -15 2 X 4 SYP No.3 WEBS 1 Row at midpt 14-17 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 10 2x4 11 GRIP 249/190 - Job Truss 3J45 S13 Best Truss COMiami, FI. -2 -0 -0 6 -7 -14 2 -0 -0 6 -7 -14 6 -7 -14 6 -7 -14 Plate Off§6tplETRYLEde LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* 14-15 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 19 18 3x4 - 4x7 = Truss Type Qty Ply R.J.M. BLDRS. 0028 ROOF TRUSS 1 1 Job Reference (optional) 5 T00 s ar b 20 3 MiTek Inc. I hu Nov 06 15:22:172003Page 1 12 -8 -0 15-0-0 6 -0 -2 2 -4-0 5.00 r12 12 -8 -0 6 -0 -2 17 16 2x4 II 5x6 = 6 15 -10 -8 1 1440 1 1 -8 -0 1 -6 -8 : - , ,Edge] 19 -9 -2 4 -9 -2 3x4 4x7 7 1�5 14 6x10 - 5x6 BRACING TOP CHORD BOT CHORD 22 -6 -14 6 -8 -6 REACTIONS (Ib /size) 2= 1846/0 -7 -4, 10= 1842/0 -7 -4 Max Horz2= 6(load case 2) Max Uplift2=- 1210(Ioad case 2), 10=- 1212(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3 =- 3238, 3-4= -5016, 4 -5= -4895, 5 -6= -4876, 6 -7= -4123, 7 -8= -4940, 8 -9= -5056, 9 -10= -5295, 10 -11 =57 BOT CHORD 2 -19 =2843, 18- 19 =78, 17- 18 =78, 16 -17 =0, 15 -17 =108, 5- 15 = -200, 14 -15 =3397, 13 -14 =4557, 12 -13 =4529, 10-12 =4771 WEBS 3-19= -1223, 15 -19= 3067, 3-15 =1676, 6 -15 =1934, 6 -14 =1423, 7 -14= -765, 7 -12 =254, 9- 12 = -43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1210 Ib uplift at joint 2 and 1212 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -11= -90.0, 2 -17= -20.0, 16 -17= -20.0, 14 -15= -20.0, 10 -14= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -6 =67.2, 6 -10 =67.2, 10-11= 163.2, 2 -17= -10.0, 16 -17= -10.0, 14 -15= -10.0, 10-14= -10.0 Horz: 1 -2 =- 173.2, 2 -6= -77.2, 6 -10 =77.2, 10 -11 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -90.0, 6 -11= -30.0, 2 -17= -20.0, 16 -17= -20.0, 14 -15= -20.0, 10 -14= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -30.0, 6 -11= -90.0, 2 -17= -20.0, 16 -17= -20.0, 14 -15= -20.0, 10 -14= -20.0 24 -6 -3 30 -0 -0 32 -0 -0 1 I 4-9 -2 5 -5 -13 2 -0 -0 Scale = 1:60.1 2x4 30 -0 -0 7 -5 -2 LOADING (pst) TCLL 30.00 TCDL 15.0 BCLL 0.0 BCDL 10.0 • - : . ae SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.68 BC 0.98 WB 0.92 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) 0.40 16 >886 240 Vert(TL) -0.69 16 >511 180 Horz(TL) 0.40 10 n/a n/a PLATES M1120 Weight: 194 Ib Sheathed or 3 -2 -3 oc purlins. Rigid ceiling directly applied or 4-6 -15 oc bracing. GRIP 249/190 Job , 3J45 Bes�Trus�O- Miami, FI. 2x4 = (Di 1 o —3x6 = 1 Truss S14 -2 -0 -0 6 -5 -5 2 -0 -0 6 -5 -5 6 -5 -5 6 -5 -5 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* 14-17 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 3 3x8 19 18 3x4 = 4x7 = — Plate (jfft(XY)J302-8 - , - Truss Type ROOF TRUSS 12 -8 -0 15 -0 -0 1 6 -2 -11 2 -4-0 4 -10 -13 5.00 (T2 4x5 4x7 5 5x6 = 6 .50112 16 15 2x4 11 14-4 -0 12 -8 -0 1 E3 -1 0181 6 -2 -11 1 -2 -8 0 -5 -8 18:0=4= 2,Edge]; fT3:0 2 8,Ld9ej, 117:0 5 4,0 - 2 - 8j 19 - 10 - 13 Qty 1 f00 ar 7 14 7x10 = 13 5x12 — 4x5 21 -9 -8 7 -5 -8 3x4 4x7 7 8 .M. BCDRs. REACTIONS (Ib /size) 2= 1846/0 -7 -4, 10= 1842/0 -7 -4 Max Horz2= 6(load case 2) Max Uplift2=- 1210(load case 2), 10=- 1212(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3= -3263, 3 -4= -6363, 4 -5= -6229, 5 -6= -4788, 6 -7= -3847, 7 -8= -4895, 8 -9= -5023, 9 -10= -5232, 10 -11 =57 BOT CHORD 2 -19 =2871, 18-19 =106, 16 -18 =106, 15 -16 =0, 16 -17 =115, 5 -17 =2311, 14-17 =5658, 13 -14 =4578, 12 -13 =4560, 10-12 =4713 WEBS 3-19= -1447, 17 -19 =3168, 3 -17 =2893, 5 -14= -2210, 6 -14 =2880, 7 -14= -992, 7 -12 =213, 9- 12 = -14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10f; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1210 Ib uplift at joint 2 and 1212 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -11= -90.0, 2 -16= -20.0, 15 -16= -20.0, 14 -17= -20.0, 10 -14= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -6 =67.2, 6 -10 =67.2, 10-11= 163.2, 2 -16= -10.0, 15 -16= -10.0, 14 -17= -10.0, 10 -14= -10.0 Horz: 1 -2 =- 173.2, 2 -6= -77.2, 6 -10 =77.2, 10 -11 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -90.0, 6 -11= -30.0, 2 -16= -20.0, 15 -16= -20.0, 14 -17= -20.0, 10 -14= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -30.0, 6 -11= -90.0, 2 -16= -20.0, 15 -16= -20.0, 14 -17= -20.0, 10 -14= -20.0 0029 Job Reference (optional) MiTe - Indus vies, - Inc. Thu Nov 06 15:22:18 2003 Page 'T 24 -9 -11 30 -0 -0 32-0-0 2 -0 -0 Scale = 1:60.1 4 -10 -13 5 -2 -5 12 3x4 2x4 = 9 30 -0 -0 8 -2 -8 PLATES MI120 10 2x4 - - 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 /ANSI95 CSI TC 0.69 BC 0.95 WB 1.00 (Matrix) DEFL in (loc) I /defl Lid Vert LL 0.51 15 >690 240 Vert(TL) -0.90 15 >391 180 Horz(TL) 0.52 10 n/a n/a Weight: 195 Ib BRACING TOP CHORD Sheathed or 2 -9 -5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -6 -13 oc bracing. 11 GRIP 249/190 J 3J45 Beat 1 russ CO- Miami, ae • 'se s 0 -- 2 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss S2 5 -4-5 5 -4-5 5.00 [TT 17 16 2x4 I1 3x4 - SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* 5-14 2 X 4 SYP No.3, 9-12 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 2 -5 -12 Truss Type ROOF TRUSS 11 -0 -0 5 -7 -11 14-4 -0 3 -4-0 4 -8 -0 4x9 - 4 15 CSI TC 0.86 BC 0.98 WB 0.97 (Matrix) 3x4 - 5 5 -4-5 11 -0 -0 14-4 -0 I I 1 5 -4-5 5 -7 -11 3 -4-0 :1 1,1 0 , 4:0=6 , - , - -8], 7 14 4x9 - 2x4 11 19 -0 -0 18 -10 -8 4-6 -8 DEFL Vert(LL) Vert(TL) Horz(TL) Qty Ply 8LDR5. 1 1 Job Reference (optional) 5 100 s Mar 20 3 MTeklndusfries, Inc. Thu oN v 06 1T:22: 2003 Page - 1 - : s - • 4x7 = 6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1257 Ib at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 90.0, 4-6= -90.0, 6 -10= -90.0, 2 -14= -20.0, 12 -13= -20.0, 9 -12= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -4 =67.2, 4 -6 =75.0, 6 -9 =67.2, 9 -10= 163.2, 2 -14= -10.0, 12 -13= -10.0, 9 -12= Horz: 1- 2=- 173.2, 2- 4= -77.2, 6 -9 =77.2, 9 -10 =173.2 Drag: 4- 5 = -0.2, 5 -6 =0.1 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 90.0, 4-6= -30.0, 6- 10= -30.0, 2 -14= -20.0, 12 -13 =- 20.0, 9-12= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 30.0, 4-6= -90.0, 6 -10= -90.0, 2 -14= -20.0, 12 -13= -20.0, 9 -12= -20.0 in (loc) 0.43 12-13 -0.68 12 -13 0.37 9 24-7 -4 5 -7 -4 5x6 cn 2x4 II 2 3 12 C1 1 �� — 8x10 - 7x10 - 11 0 2x4 11 2.50112 24-7 -4 5 -8 -12 REACTIONS (lb /size) 9= 1829/0 -7 -4, 2= 1829/0 -7 -4 Max Horz 2=- 2(load case 2) Max Uplift9=- 1257(load case 2), 2=- 1257(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -3146, 3 -4= -2574, 4 -5= -4834, 5 -6= -4264, 6 -7= -4618, 7 -8= -4934, 8 -9= -5042, 9 -10 =58 BOT CHORD 2 -17 =2743, 16 -17 =2745, 15 -16 =2745, 14- 15 =89, 13- 14 =33, 5 -13 =152, 12 -13 =4918, 11 -12 =4576, 9 -11 =4544 WEBS 3- 17 =88, 3 -15 =- 496, 4-15= -1452, 13 -15 =2766, 4 -13 =3218, 5 -12= -740, 6 -12 =1176, 7 -12= -260, 7- 11 = -68 30 -0 -0 1 32 -0 -0 5 -4-12 2 -0 -0 Scale = 1:62.2 5x16 3x10 3x6 30 -0 -0 5 -4 -12 12.0-5:0 I /defl >823 >518 n/a L/d 240 180 n/a interior zone;Lumber DOL =1.33 Building designer should verify uplift at joint 9 and 1257 Ib uplift -10.0 PLATES MI120 Weight: 175 Ib BRACING TOP CHORD Sheathed or 2 -0 -13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -5 -11 oc bracing. 2x4 II 10 GRIP 249/190 0030 Job 3J45 Best Truss CO- Miami, FI. Plate 0 se s -2 -0 -0 I 6 -7 -5 2 -0 -0 6 -7 -5 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss S3 6 -7 -5 6 -7 -5 19 18 3x4 = 4x7 = 1 1 5.00 FIT 1- 1 . .:I- -• .1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 13 -0 -0 6 -4 -11 13 -0 -0 14 -4- 6 -4-11 1 -4- 4= 3,0-20[12:0 -2- CSI TC 0.57 BC 1.00 WB 0.87 (Matrix) 14 -4-4 17 -0 -0 1 1 -4-0 2 -8 -0 5x6 = 5 416 -10 -8 0 2 -6 -8 8, .ge 5x8 - 6 17 16 2.50112 2x4 I1 2x4 11 Qty 1 5 25 20C Ply R TWBED 1 23 -4 -4 6 -4-4 23 -4-4 6 -5 -12 1 1 1 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except' 14 -16 2 X 4 SYP No.3 2 X 4 SYP No.3 2 X 4 SYP No.3 WEBS OTHERS 4 : — i___ 8 111.1.1 A 7 DEFL in (loc ) I /defl Vert(LL) 0.38 11-13 >934 Vert(TL) - 0.6411 -13 >553 Horz(TL) 0.37 9 n/a BRACING TOP CHORD BOT CHORD WEBS 3x4 2 11 5 ; 2x4 11 Ud 240 180 n/a RS. REACTIONS (Ib /size) 2= 1826/0 -7 -4, 9= 1826/0 -7 -4 Max Horz 2= 6(load case 2) Max Uplift2=- 1236(load case 2), 9=- 1236(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3= -3197, 3 -4 =- 4180, 4-5= -4160, 5 -6= -3884, 6 -7= -4357, 7 -8= -4359, 8 -9= -5384, 9 -10 =57 BOT CHORD 2 -19 =2805, 18 -19 =119, 17 -18 =119, 16- 17 =92, 14- 16 =46, 14 -15 =3913, 13 -14 =4005, 12 -13 =4879, 11 -12 =4857, 9 -11 =4870 WEBS 3-19= -922, 15- 17 =45, 5 -15 =1147, 6 -15= -154, 6 -13 =1218, 8 -13= -808, 8 -11 =100, 15 -19= 2883, 3-15 =945 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4 Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1236 Ib at joint 9. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -90.0, 6 -10= -90.0, 2 -16= -20.0, 13 -14= -20.0, 9 -13= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -5 =67.2, 5 -6 =75.0, 6 -9 =67.2, 9 -10= 163.2, 2 -16= -10.0, 13 -14= -10.0, 9 -13= Horz: 1 -2 =- 173.2, 2- 5= -77.2, 6 -9 =77.2, 9 -10 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -90.0, 6 -10= -30.0, 2 -16= -20.0, 13 -14= -20.0, 9 -13= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5 -6= -90.0, 6 -10= -90.0, 2 -16= -20.0, 13 -14 =- 20.0, 9-13= -20.0 Job Reference (optional) 3MiTek Indus ries, Inc. I hu Nov 0615:22:1 - 9 2003 image 1 interior zone;Lumber DOL =1.33 Building designer should verify uplift at joint 2 and 1236 Ib uplift -10.0 30 -0 -0 6 -7 -12 30 -0 -0 6 -7 -12 PLATES MI120 + 32 -0 -0 9 4x9 Weight: 193 Ib Sheathed or 3 -0 -6 oc purlins. Rigid ceiling directly applied or 4 -4-8 oc bracing. 1 Row at midpt 15 -19 2 -0 -0 2x4 Scale = 1:61 10 GRIP 249/190 0031 .Fob , 3J45 Truss S4 Truss Type ROOF TRUSS Qty 4 Ply 1 .. . RS. 0032 Job Reference 3MT d c u e s( (opt nes iona Inc . Thu NT v U6 1 1 24 -9 -11 30 -0 -0 -0 -0 Best CO ,1N H. iami, . 5 s Mar 25 20 -2 -0 -0 I 4-11 -1 I 9 -7 -9 { 14-4 -0 15-0 19 -10 -13 2 -0 -0 4-11 -1 4 -8 -7 3x4 3x4 45 2x4 •' 3 2x4 i 1 2 M 1 .- 4-8 -7 5.0011-2- 3x6 6 - 0 -8 4x5 6 6x10 I I 1 32 -0 4 -10 -13 4 -10 -13 5 -2 -5 2 -0 -0 Scale = 1:60.0 = 7 3x4 '� 3x4 8 9 •• 2x4 = • 15 14 11 2x4 I I M M 12 0°'1 m c6x10 _ 4x7 _ 3x4 _ 1 ° 4x5 2.50112 = 4x9 19 18 17 4x9 - 3x4 - 2x4 11 9 -7 -9 I 14-4 -0 14 -8 22 -3 -8 30 -0 -0 i 9 -7 -9 4-8 -7 0 -6 -8 7 -5 -0 7 -8 -8 1 (X;Yj: Ta:P2- 12,U- 2= 0r[GT0= 2=40 1=8]; [1 4 0 -2=8) [ , - 12,0-1-11] 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 /ANSI95 CSI TC 0.97 BC 0.79 WB 0.87 (Matrix) DEFL in (loc) I /deft Lid Vert LL 0.39 13 -15 >911 240 Vert(TL -0.63 13-15 >556 180 Horz(TL) 0.36 11 n/a n/a PLATES GRIP MI120 249/190 Weight: 181 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except' 6-17 2 X 4 SYP No.3, 14-16 2 X 6 SYP No.2, 11-14 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2 -10 -6 oc purlins. Except: 2 -4-0 oc bracing: 7 -11 BOT CHORD Rigid ceiling directly applied or 5 -5 -7 oc bracing. REACTIONS (Ib /size) 11= 1829/0 -7 -4, 2= 1829/0 -7 -4 Max Horz2=- 2(load case 2) Max Upliftl1=- 1226(Ioad case 2), 2=- 1226(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3 =- 3077, 3-4= -2727, 4 -5= -2574, 5 -6= -4248, 6 -7= -3717, 7 -8= -3937, 8 -9= -4794, 9 -10= -4955, 10- 11= -5246, 11 -12 =58 BOT CHORD 2 -19 =2683, 18- 19 =78, 17- 18 =78, 16- 17 =41, 6 -16 =1000, 15 -16 =3716, 14 -15 =4492, 13 -14 =4467, 11 -13 =4736 WEBS 3 -19= -263, 5 -19= -1382, 16 -19 =2871, 5 -16 =1432, 6 -15= -722, 7 -15 =2306, 8 -15= -844, 8 -13 =193, 10- 13 = -138 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed ;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1226 Ib uplift at joint 11 and 1226 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -7= -90.0, 7 -12= -90.0, 2 -17= -20.0, 11 -16= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -7 =67.2, 7 -11 =67.2, 11 -12= 163.2, 2- 17= -10.0, 11 -16= -10.0 Horz: 1 -2 =- 173.2, 2- 7= -77.2, 7 -11 =77.2, 11 -12 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 7= -90.0, 7 -12= -30.0, 2 -17= -20.0, 11 -16= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 7= -30.0, 7 -12= -90.0, 2- 17= -20.0, 11 -16= -20.0 - Job 3J45 LOADING (psf) TCLL 30.66 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 /ANSI95 CSI TC 0.69 BC 1.00 WB 0.99 (Matrix) DEFL in (loc) 1/deft Vert LL 0.63 16 >557 Vert TL -1.14 16 >310 Horz(TL) 0.66 10 n/a Ud 240 180 n/a Truss S6 best I cus C .Miami, FI. -2 -0 -0 2 -0 -0 6 -7 -14 2x4 - 2 cb; 1 0 Xb - Plate Offsets - 6 -7 -14 6 -7 -14 6 -7 -14 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except* 5- 172X4SYPSS, 13- 152X4SYPSS WEBS 2 X 4 SYP No.3 *Except* 3-15 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 Truss Type Qty Ply R7D7I- BLDRS. ROOF TRUSS 6 1 5 100 s ar 12 -8 -0 15 -0 -0 1 6 -0 -2 2 -4 -0 5.00 r1-2- 5x6 19 18 17 16 3x4 - 2x4 11 4x5 - 12 -8 -0 6 -0 -2 5x6 = 6 19 -9 -2 4-9 -2 15 -0 -0 1 1440( i 1 -8 -0 0 -8 -0 e 1 .ge, 4:1 22 -1 -10 7 -1 -10 Job Reference (optional) 3MiTek ries,lnc. - Th - u - Nov 013 15:22:21 - 2003 Page 1 24 - 3 REACTIONS (Ib /size) 10= 1842/0 -7 -4, 2= 1846/0 -7 -4 Max Horz2= 6(load case 2) Max Up!ift10=- 1212(load case 2), 2=- 1210(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3 =- 3262, 3-4= -7442, 4 -5= -7291, 5 -6= -3867, 6 -7= -4030, 7 -8= -4910, 8 -9= -5027, 9 -10= -5287, 10 -11 =57 BOT CHORD 2 -19 =2871, 18-19 =111, 17 -18 =111, 16 -17 =0, 15 -17 =114, 5 -15 =4151, 14-15 =6797, 13 -14 =4547, 12 -13 =4529, 10 -12 =4766 WEBS 3-19= -1657, 15 -19 =3269, 3 -15 =3897, 5 -14= -3996, 6 -14 =2287, 7 -14= -800, 7 -12 =243, 9- 12 = -68 1 3x4 4x7 7 3x6 4 8 3 9� \■44 to 15 14 � 4x7 5 5x12 = 13 3x8 _ 4x5 _ 12 0112 3x4 30 -0 -0 32 _0 -0 1 1 4-9 -2 5 -5 -13 2 -0 -0 Scale = 1:60.1 19:0 -1- 12,0 -1 -121 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1212 Ib uplift at joint 10 and 1210 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -11= -90.0, 2 -17= -20.0, 16 -17= -20.0, 10 -15= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -6 =67.2, 6 -10 =67.2, 10 -11= 163.2, 2 -17= -10.0, 16- 17= -10.0, 10 -15= -10.0 Horz: 1- 2=- 173.2, 2 -6= -77.2, 6 -10 =77.2, 10 -11 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -90.0, 6 -11= -30.0, 2 -17= -20.0, 16 -17= -20.0, 10 -15= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -30.0, 6 -11= -90.0, 2- 17= -20.0, 16 -17= -20.0, 10 -15= -20.0 30 -0 -0 7 - 10 - 6 PLATES MI120 Weight: 194 Ib BRACING TOP CHORD Sheathed or 2 -4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6 -11 oc bracing. WEBS 1 Row at midpt 15 -19 10 2x4 11 GRIP 249/190 0033 0 Job , 3J45 Truss S7 Truss Type ROOF TRUSS Qty 1 Ply 1 K.J.M. BLURS. 0034 Job Reference (optional) Best Truss CO., Miami, FI. 5 100 s Mar 25 20c 3 MiTee Indus new s,lnc. Thu Nov I5 22:22 2003 Pa T 1 - 2 -0 -0 4-7 -5 I 9 -0 -0 I 14-4 -0 I 21 -0 -0 25 -10 -8 30 -0 -0 -0 -0 I 1 32 2 -0 -0 4-7 -5 4 -4-11 5 -4 -0 6 -8 -0 4-10 -8 4 -1 -8 2 -0 -0 Scale = 1:62.: 5.00112 4x9 — 3x4 — 4x7 — 5 6 7 3x4 3x4 3x4 co i M 4 3x4 M 2x4 II 2 col 1 B �� a S 8 = 9 � 10 2x4 II ' '—' 11 to o C =. 1 t: 0 13 12 0 o 0 5 i — 18 17 16 15 3x8 — 5x6 = 4x7 2x4 11 3x4 = 2x4 11 3x4 I I 3x10 = 4x9 = 6x10 = 2x4 — 2.5012 2x4 = 2x4 H 1 4-7-5 9-0-0 14-4-0 21-0-0 25 -10 -8 F7 -10 -8 30 -0 -0 I I I 4 -7 -5 4 -4-11 5 -4-0 6 -8 -0 4 -10 -8 2 -0 -0 2 -1 -8 Plate Offsets (X,Y): 1,5:0- 5-8,0 -2 .:1 - ,1- -: , :1- - ,1- -• , r:•- - 1- - :i- -e, e- - , :1- -I ,S- - 2T[ O- 6 -4,0- 4-0],[15:0-2 - 0,0-2-0] (2 [15:0-2-0,0-2-0T21 LOADING 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 /ANSI95 CSI TC 0.92 BC 0.72 WB 0.77 (Matrix) DEFL in (loc) I /deft Ud Vert(LL) 0.33 13 -14 >999 240 Vert(TL) -0.52 13 -14 >681 180 Horz(TL) 0.22 10 n/a n/a PLATES GRIP MI120 249/190 Weight: 187 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2 -7 -5 oc purlins. Except: BOT CHORD 2 X 4 SYP No.2 'Except* 3 Rows at 1/4 pts 5 -7 6 -15 2 X 4 SYP No.3, 12 -14 2 X 4 SYP SS, 10 -12 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5 -6 -9 oc bracing. Except: WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 12 -14 OTHERS 2X4 SYP No.3 REACTIONS (Ib /size) 10= 1829/0 -7 -4, 2= 1829/0 -7 -4 Max Horz2=- 2(load case 2) Max UpIift10=- 1273(load case 2), 2=- 1273(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -3103, 3 -4= -2755, 4 -5= -2618, 5 -6= -3771, 6 -7= -3134, 7 -8= -3270, 8 -9= -3401, 9 -10= -4874, 10 -11 =58 BOT CHORD 2 -18 =2694, 17 -18 =2694, 16 -17 =2694, 15 -16 =334, 14- 15 =64, 6- 14 = -182, 13 -14 =3861, 12 -13 =4181, 10 -12 =4353 WEBS 3- 18 =54, 3 -16= -237, 5 -16= -188, 14-16 =2174, 5 -14 =1507, 6 -13= -807, 7 -13 =708, 9 -13= -1114, 9 -12 =827 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 Ib uplift at joint 10 and 1273 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5 -7= -90.0, 7 -11= -90.0, 2 -15= -20.0, 12 -14= -20.0, 10 -12= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -5 =67.2, 5 -7 =75.0, 7 -10 =67.2, 10 -11= 163.2, 2 -15= -10.0, 12 -14= -10.0, 10- 12 = -10.0 Horz: 1 -2 =- 173.2, 2 -5= -77.2, 7 -10 =77.2, 10 -11 =173.2 Drag: 5- 6 = -0.1, 6 -7 =0.1 3) 1 st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5 -7= -30.0, 7- 11= -30.0, 2 -15= -20.0, 12 -14= -20.0, 10 -12= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -30.0, 5- 7= -90.0, 7 -11= -90.0, 2 -15= -20.0, 12 -14= -20.0, 10-12= -20.0 :fob 3J45 M u) Best Truss COMiami, FI. Pla Truss S8 -2 -0 -0 2 -0 -0 se s LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 _BCDL 10.0 1 5 -4-5 5 -4-5 5 -4-5 5 -4-5 5.00 rT2- SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except' 5- 152X4SYPNo.3, 10-12 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 ROOF TRUSS 11 - 0 - 0 •' MallItclitgoomeimagentapreiso + 14-4 -0 5 -7 -11 3 -4-0 4x9 - 4 18 17 2x4 I I 3x4 - 4x9 - 2x4 1 1 6x10 = 11 -0 -0 14-4 -0 19 -0 -0 5 -7 -11 3 -4-0 4-8 -0 0:0='x-9.0-1-71, I12.0-5-4;o:2-al, C1a:0-5-T2;0 4-01 CSI TC 0.84 BC 0.80 WB 0.65 (Matrix) 3x4 5 BRACING TOP CHORD BOT CHORD Qty Ply 1 1 5 T00i aM r 25 2( 19 -0 -0 22 -5 -4 25 -10 -8 30 -0 -0 4 32 - - 4 -8 -0 3 -5 -4 3 -5 -4 4 -1 -8 2 -0 -0 4x5 Ft.J.M. BLURS. Job Reference (optional) 3 MTekTdussfnes — Inc. 1 hu Nov 06 15:22:23 2003 - Page T 25 -10 -8 6 -10 -8 DEFL in (loc) I /deft Vert LL 0.30 12 -13 >999 Vert TL 0.21 1 >134 Horz(TL) 0.21 10 n/a Lid 240 180 n/a REACTIONS (Ib /size) 10= 1829/0 -7 -4, 2= 1829/0 -7 -4 Max Horz2=- 2(load case 2) Max Upliftl0=- 1257(load case 2), 2=- 1257(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3 =- 3147, 3-4= -2572, 4 -5= -2953, 5 -6= -2717, 6 -7= -2969, 7 -8= -4679, 8 -9= -4708, 9 -10= -4944, 10 -11 =58 BOT CHORD 2 -18 =2744, 17 -18 =2745, 16 -17 =2745, 15 -16 =223, 14- 15 =35, 5- 14 = -50, 13 -14 =2997, 12 -13 =3281, 10 -12 =4416 WEBS 3- 18 =89, 3-16= -501, 4 -16= -334, 14 -16 =2141, 4 -14 =1072, 5 -13= -370, 6 -13 =728, 7 -13= -733, 7 -12 =1299, 9 -12 =126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1257 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -6= -90.0, 6 -11= -90.0, 2 -15= -20.0, 12 -14= -20.0, 10-12= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -4 =67.2, 4 -6 =75.0, 6 -10 =67.2, 10 -11= 163.2, 2 -15= -10.0, 12 -14= -10.0, 10-12= -10.0 Horz: 1 -2 =- 173.2, 2- 4= -77.2, 6 -10 =77.2, 10-11 =173.2 Drag: 4- 5 =-0.2, 5 -6 =0.1 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -6= -30.0, 6- 11= -30.0, 2- 15= -20.0, 12 -14= -20.0, 10- 12 = -20.0 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -30.0, 4 -6= -90.0, 6- 11= -90.0, 2 -15= -20.0, 12 -14= -20.0, 10 -12= -20.0 interior zone;Lumber DOL =1.33 . Building designer should verify uplift at joint 10 and 1257 Ib 2.50 [2 30 -0 -0 H 4 -1 -8 PLATES MI120 Weight: 173 Ib Sheathed or 2 -6 -8 oc purlins. Rigid ceiling directly applied or 5 -1 -13 oc bracing. GRIP 249/190 Scale = 1:62.2 0035 IJob , 3J45 S9 Best Truss CO., Miami, Fl. 2x4 - co 01 1 0 Plate 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss -2-0-0 6-9-14 2 -0 -0 6 -9 -14 Truss Type ROOF TRUSS 1 13 -0 -0 14-4 -9 17 -0 -0 1 5.00 rT 6 -2 -2 1 -4-0 2 -8 -0 2x4 I I 5x8 - 6x10 - 5 6 7 Qty Ply BLURS. 1 1 r 2510 3 1 Job Reference (optional) b 100 s Ma Mi I ek Indus nes, Inc. - Th0Nov 06 15:22:232003 Page T 23 -10 -8 6 -10 -8 6 -1 -8 2x4 II 30 -0 -0 32 -0 -0 + 1 2 -0 -0 3x6 - 1 5 1 6 -9 -14 6 -9 -14 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except' 6 -14 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 4x 7 3 x4 4x7 3 17 16 3x4 — 2x4 I I 13 -0 -0 14-4 -9 6 -2 -2 tag 1 -1 . 1: - .1 -1 .1 • 1- -1 . :1 • s • e s e CSI TC 0.65 BC 0.92 WB 0.96 (Matrix) 15 14 2x4 11 5x8 - 10x10 1 -4-0 BRACING TOP CHORD BOT CHORD WEBS 23 -10 -8 9 - 6 - 8 DEFL in (loc) I /deft Vert(LL) 0.39 12 -13 >911 Vert(TL) -0.74 12 -13 >477 Horz(TL) 0.30 10 n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1236 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 7= -90.0, 7- 11= -90.0, 2- 14= -20.0, 12- 13= -20.0, 10- 12 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -5 =67.2, 5 -7 =75.0, 7 -10 =67.2, 10 -11= 163.2, 2 -14= -10.0, 12 -13= -10.0, 10 -12= -10.0 Horz: 1- 2=- 173.2, 2- 5= -77.2, 7 -10 =77.2, 10 -11 =173.2 Drag: 5- 6 = -0.7, 6 -7 =0.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5 -7= -30.0, 7 -11= -30.0, 2 -14= -20.0, 12 -13= -20.0, 10- 12 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5 -7= -90.0, 7 -11= -90.0, 2 -14= -20.0, 12 -13= -20.0, 10-12= -20.0 8 9 " 3 12 4- 0,0 -2 -4] 6x10 - 1 Ud 240 180 n/a REACTIONS (Ib /size) 10= 1826/0 -7 -4, 2= 1826/0 -7 -4 Max Horz2= 6(load case 2) Max Upliftl0=- 1236(load case 2), 2=- 1236(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =62, 2 -3= -3166, 3 -4= -2400, 4 -5= -2387, 5 -6= -2559, 6 -7= -2615, 7 -8= -5145, 8 -9= -5203, 9 -10= -5363, 10 -11 =57 BOT CHORD 2 -17 =2773, 16 -17 =2773, 15 -16 =2773, 14- 15 =44, 13- 14 = -55, 6 -13 =624, 12 -13 =2689, 10 -12 =4843 WEBS 3 -17= 114, 3-15= -723, 5 -15= -1781, 13 -15 =3021, 5 -13 =1852, 7 -13= -140, 7 -12 =2443, 9 -12= -188 2.50112 interior zone;Lumber DOL =1.33 . Building designer should verify uplift at joint 10 and 1236 Ib 30 -0 -0 6 -1 -8 PLATES MI120 10 2x4 -_ 11 4x9 1 Weight: 194 Ib Sheathed or 3 -0-7 oc purlins. Rigid ceiling directly applied or 4 -4-15 oc bracing. 1 Row at midpt 7 -12 0036 Scale = 1:61.4 GRIP 249/190 Tob , 3J45 Truss SG1 Truss Type ROOF TRUSS Qty 1 Ply �f R.J.M. BLDRS. 0037 Job Reference(o) Best I russ CO- Miami, H. 11 s ' ar 1 1 -2 -0 -0 1 3 -7 -5 1 7 -0 -0 1 10 -8 -0 14-4 -0 1 18 -8 -0 23 -0 -0 i e Tnaus nes, n u ov 06 15:22:2{2UO3 Y age r ' 26 -4-4 30 -0 -0 -0 -0 1 1 1 32 2 -0 -0 3 -7 -5 3 -4-11 3 -8 -0 3 -8 -0 4-4-0 4 -4-0 3 -4 -4 3 -7 -12 2 -0 -0 Scale = 1:62.2 • 4x7 = 3x4 I I 4x5 = 4x5 = 3x8 = 4x5 = 5.001 4 5 6 7 8 9 3x4 c6 3 VI I` III m�i 3x410 ") 2x4 11 2 ; 1 I mill l 12 2x4 II = V 13 —� _ Ar 6x16 „ 16 15 : s 14 O = 2x4 11 6x10 = 4x9 Wit 22 2120 19 18 2x4 II 3x10 2x4 11 3x4 = 4x9 = 3x4 11 2.50112 3x4 = 0 18 -8 -0 22 -9 -0 264-4 30 -0 -0 1 3 -7 -5 1 7 -0 -0 1 10 -8 -0 1 1414 144 1 1 1 1 3 -7 -5 3-4-11 3 -8 -0 3 -5 -4 0 -2 -12 4-4-0 4 -1 -0 3 -7 -4 3 -7 -12 Plate Onsets (X,Y): [4:0- 5- 4,0 -2-0], (:1- - , - ': - , -, :1- - , - , : 1 - • - 1 , 1- -1 , • : 1 - - , -1 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 /ANSI95 CSI TC 0.98 BC 0.87 WB 0.93 (Matrix) DEFL in (loc) I /defl Lid Vert(LL) 0.90 16 -17 >395 240 Vert(TL) -1.22 16 -17 >292 180 Horz(TL) 0.48 12 n/a n/a PLATES GRIP MI120 249/190 Weight: 337 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Sheathed. 4 -7 2 X 4 SYP No.2, 7 -9 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -9 -2 oc bracing. BOT CHORD 2 X 4 SYP SS *Except* 18-20 2 X 4 SYP No.2, 6-18 2 X 6 SYP SS, 2-20 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* 5 -17 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 1 -10 -14 REACTIONS (Ib /size) 12= 3628/0 -7 -4, 2= 3134/0 -7 -4 Max Horz2= 11(Ioad case 2) Max Upliftl2=- 2322(Ioad case 2), 2=- 2062(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2 -3= -5784, 3 -4= -5923, 4 -5= -7698, 5 -6 =- 15268, 6 -7 =- 16818, 7 -8 =- 16818, 8 -9 =- 12494, 9 -10 =- 12852, 10 -11 =- 10562, 11 -12 =- 10651, 12 -13 =47 BOT CHORD 2 -22 =5050, 21 -22 =5050, 20 -21 =5435, 19 -20 =5435, 18 -19 =1973, 17 -18 =1454, 6- 17 = -480, 16 -17= 15759, 15-16=15759, 14-15=9614, 12-14=9539 WEBS 3- 22 = -43, 3 -21 =429, 4- 21 = -31, 4 -19 =2977, 5 -19= -4306, 17 -19 =6172, 5 -17 =8500, 8 -17 =1134, 8 -16 =234, 8 -15= -3556, 9 -15 =4101, 10-15 =2539, 10- 14 = -307 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "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 -4 -0 oc, 2 X 6 - 2 rows 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; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 4) Provide adequate drainage to prevent water ponding. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2322 Ib uplift at joint 12 and 2062 Ib uplift at joint 2. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1323.0lb down and 782.41b up at 14 -1 -4, and 705.81b down and 417.41b up at 22 -9 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -6= -90.0, 6 -9 =- 188.9, 9 -13= -90.0, 2 -18= -20.0, 15 -17= -42.0, 12 -15= -20.0 Concentrated Loads (Ib) Vert: 18=-1323.0 15=-705.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Continued on page 2 3J45 estTruss C iami, FI. Truss SG1 Truss Type ROOF TRUSS LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -4 =67.2, 4 -6 =75.0, 6 -9= 133.5, 9 -12 =67.2, 12 -13= 163.2, 2 -18= -10.0, 15- 17 =3.0, 12 -15= -10.0 Horz: 1 -2 =- 173.2, 2 -4= -77.2, 9 -12 =77.2, 12 -13 =173.2 Drag: 4- 5 = -0.1, 8 -9 =0.1 Concentrated Loads (Ib) Vert: 18 =782.4 15 =417.4 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 90.0, 4-6= -90.0, 6 -9 =- 188.9, 9 -13= -30.0, 2 -18= -20.0, 15 -17=- 42.0,12 -15= -20.0 Concentrated Loads (Ib) Vert: 18 =- 1323.0 15= -705.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -30.0, 4 -6= -90.0, 6 -9 =- 188.9, 9 -13= -90.0, 2 -18= -20.0, 15 -17= -42.0, 12 -15= -20.0 Concentrated Loads (Ib) Vert: 18 =- 1323.0 15= -705.8 Qty Ply RJJUB[DRS. 0037 1 2 Job Reference optional 5 10 s Mar 25 20 3 MTeklndu nes, Inc. Thu ov 6 T522:24 2003 — Page 2 :1 3J45 = es russ • iami, LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss SJ7 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 4 3x8 I I SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS CSI TC 0.80 BC 0.42 WB 0.00 (Matrix) 6 -0 -12 6 -0 -12 6 -0 -12 REACTIONS (Ib /size) 4= 322/Mechanical, 2= 240 /Mechanical, 3= 82/Mechanical Max Horz 4= 206(Ioad case 2) Max Uplift4=- 126(load case 2), 2=- 238(Ioad case 2), 3=- 13(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-4= -287, 1 -2 =72 BOT CHORD 3-4 =14 2.50112 Qty 4 Ply R:J:MBLDRS. 1 Job Reference (optional) 5 s Ma 25 20C3Mi k Indusfries, lnc. Thu Nov 06 15:22:252003 DEFL in (loc) I /defl Ud Vert(LL) 0.11 3 -4 >626 240 Vert(TL) -0.12 3 -4 >569 180 Horz(TL) -0.06 2 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category 11; Exp 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 126 Ib uplift at joint 4, 238 Ib uplift at joint 2 and 13 Ib uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 3- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 74.4, 3-4= -10.0 Horz: 1- 2 = -84.4 PLATES MI120 Weight: 20 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0038 Scale = 1:15.6 GRIP 249/190 Job 3J45 BesfTruss Miami, I. -2 -0 -0 2 -0 -0 Truss T1 1 Plate Offsets (X,Y): [5:0 -3- 0,0-3 -0] LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 7 -4-0 7 -4 -0 7 -4-0 7 -4-0 REACTIONS (Ib /size) 2= 986/0 -7 -4, 4= 986/0 -7 -4 Max Uplift2=- 795(load case 2), 4=- 795(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3= -1136, 3- 4= -1136, 4 -5 =56 BOT CHORD 2 -6 =917, 4 -6 =917 WEBS 3-6 =181 3 i 4x7 - 5x6 = Qty 4 Ply 1 100s Mar 2520C R:J:M-BLDRS. Job Reference (optional) 3MTe1 Indus nes, Inc Thu of�v 06 152235 2003 Pager 14-8 -0 7 -4 -0 14 -8 -0 7 -4-0 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 /ANSI95 CSI TC 0.84 BC 0.37 WB 0.05 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) -0.05 4-6 >999 240 Vert(TL) 0.22 1 >131 180 Horz(TL) 0.02 4 n/a n/a Weight: 62 Ib BRACING TOP CHORD Sheathed or 5 -5 -5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp 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 795 Ib uplift at joint 2 and 795 Ib uplift at joint 4. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -90.0, 2 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =68.3, 3 -4 =68.3, 4 -5= 163.2, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -78.3, 3 -4 =78.3, 4 -5 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -5= -30.0, 2 -4= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 30.0, 3-5= -90.0, 2 -4= -20.0 PLATES MI120 0039 16 -8 -0 2 -0 -0 Scale = 1:32.5 GRIP 249/190 Job • 3J45 Truss T2 Truss Type ROOF TRUSS Qty 3 Ply 1 .. BLDRS. Job Reference (optional' Be CO., i101 ami, Fl. 100 s Mar 25 20 3 MiTek lndusttnes, Inc. Thu Nov )6 15:22:26 2003 P -2 -0 -0 7 -4-0 13 -8 -12 2 -0 -0 7 -4-0 4x5 5.001 i 3 H 6 -4 -12 Scale = - 2x4 1; -- �� lam_ - / I'l 1 O 3 6 5 6x10 = 10x10 7 -4-0 13 -8 -12 i i { 7 -4-0 6 -4 -12 • a e •ffsets ESI: :1- -:,I - , . •9e,0 2- 8T[6:U- 2-0,0 -3-0] 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 /ANSI95 CSI TC 0.87 BC 0.31 WB 0.15 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) -0.04 2 -6 >999 240 Vert(TL) 0.22 1 >130 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MI120 249/190 Weight: 63 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2= 962/0 -7 -4, 5= 712/Mechanical Max Horz2= 164(load case 2) Max Uplift2=- 811(load case 2), 5=- 355(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3=- 1058, 3-4= -1014, 4- 5 = -654 BOT CHORD 2 -6 =843, 5 -6 =442 WEBS 3-6= 113, 4-6 =403 BRACING TOP CHORD BOT CHORD Sheathed or 5 -7 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 811 Ib uplift at joint 2 and 355 Ib uplift at joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 90.0, 3-4= -90.0, 2 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =68.8, 3 -4 =68.8, 2 -5= -10.0 Horz: 1 -2 =- 173.2, 2 -3= -78.8, 3 -4 =78.8 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 90.0, 3-4= -30.0, 2 -5= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -30.0, 3 -4= -90.0, 2 -5= -20.0 0040 ages :27.0 Job 3J45 es Truss CCF.TIVITami, F LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2 -0 -0 2 -0 -0 Plate U'se s X 5:04- Truss T2A 5.00 [12 . I -I S- -II SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 7 -4-0 7 -4 -0 7 -4-0 7 -4-0 REACTIONS (Ib /size) 5= 740 /Mechanical, 2= 989/0 -7 -4 Max Horz2= 112(load case 2) Max Uplift5=- 368(load case 2), 2=- 825(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3=- 1129, 3-4= -893, 4 -5= -1100 BOT CHORD 2 -6 =907, 5 -6 =907 WEBS 3-6 =179 CSI TC 0.84 BC 0.36 WB 0.05 (Matrix) Qty Ply 3 1 100 s Mar 3 4x7 LDRS. DEFL in (loc) I /defl Ud Vert(LL) -0.06 2 -6 >999 240 Vert(TL) 0.23 1 >121 180 Horz(TL) 0.02 5 n/a n/a Job Reference ((optional) 3 MiT6k1ndustnes, Inc Th u Nbv 06 16:12:272003 14 -1 -0 6 -9 -0 14-1 -0 6 -9 -0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 Ib uplift at joint 5 and 825 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -90.0, 2 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 163.2, 2 -3 =68.6, 3 -5 =68.6, 2 -5= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -78.6, 3 -5 =78.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -5= -30.0, 2 -5= -20.0 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -30.0, 3- 5= -90.0, 2 -5= -20.0 4 3x4 3x4 (1(4 - 6 3x6 I I 5x6 - PLATES M1120 Weight: 60 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5 -4-14 oc purfns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3 -5 -4 GRIP 249/190 0041 { Scale = 1:28.0 Job 3J45 Best Truss CO iM'ami; LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2 -0 -0 2 -0 -0 Truss Type ROOF TRUSS Truss T2B Plate Offsets 4:0- 0- 1,0- 0- 7];[5:0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 7 -4-0 7 -4-0 7 -4-0 7 - 4 - 0 REACTIONS (Ib /size) 4= 756/0 -7 -4, 2= 1004/0 -7 -4 Max Horz2= 112(load case 2) Max Uplift4=- 375(load case 2), 2=- 830(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3= -1198, 3- 4 = -1191 BOT CHORD 2 -5= 974, 4-5 =974 WEBS 3-5 =209 CSI TC 0.84 BC 0.47 WB 0.06 (Matrix) Qty Ply TM. BEDRS. 4 1 Job Reference (optional) 0042 5 s Mar 2510 3 MTek Inc. I hu Nov 06 T5:22:2T2003 - Page f 4x7 = 3 5x6 = DEFL in (loc) I /defl Ud Vert(LL) 0.13 4-5 >999 240 Vert(TL) 0.25 1 >114 180 Horz(TL) 0.02 4 n/a n/a 14-8 -0 7 -4 -0 14-8 -0 7 -4 -0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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 375 Ib uplift at joint 4 and 830 Ib uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 90.0, 3-4= -90.0, 2- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3= 68.3, 3-4 =68.3, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2- 3=- 78.3, 3-4 =78.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3- 4= -30.0, 2 -4= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 30.0, 3-4= -90.0, 2 -4= -20.0 PLATES MI120 Weight: 56 Ib BRACING TOP CHORD Sheathed or 5 -1 -14 oc purl'ns. BOT CHORD Rigid ceiling directly applied or 9 -9 -0 oc bracing. Scale = 1:28. 1 GRIP 249/190 - Job 3J45 B CO., Miami, Fl. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 2 -0 -0 Truss T3 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS -2 -0 -0 4-0 -0 4 -0 -0 4-0-0 4-0-0 REACTIONS (Ib /size) 2= 619/0 -7 -4, 4= 619/0 -7 -4 Max Uplift2=- 724(load case 2), 4=- 724(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =56, 2- 3 = -421, 3 4 421, 4 -5 =56 BOT CHORD 2 -6= 280, 4-6 =280 WEBS 3 -6 =88 CSI TC 0.86 BC 0.09 WB 0.03 (Matrix) 4x5 - 3 Qty Ply R LWBLDNS. 0043 2 1 Job Reference (optional) 5 100 s Mar 25 20 3MTelc Industries, Inc. 1 hu Nov 06 15:22:28 - 2003 Pager 8 -0 -0 4 -0 -0 8-0-0 4-0-0 DEFL in (loc) I /defl Ud Vert(LL) -0.00 6 >999 240 Vert(TL) 0.32 1 >89 180 Horz(TL) 0.00 4 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =12ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; partially;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 724 Ib uplift at joint 2 and 724 Ib uplift at joint 4. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -5= -90.0, 2- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3= 101.6, 3 -4= 101.6, 4 -5= 163.2, 2 -4= -10.0 Horz: 1 -2 =- 173.2, 2- 3=- 111.6, 3 -4= 111.6, 4 -5 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -5= -30.0, 2- 4 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -30.0, 3- 5= -90.0, 2- 4 = -20.0 10 -0 -0 2 -0 -0 Scale = 1:20.7 PLATES MI120 Weight: 40 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 P e se s LOADING (psf) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 1 LUMBER TOP CHORD 2 X 4 SYP No.2 0 -10 -8 0 -10 -8 5.00 r12 Truss Type ROOF TRUSS 2 SPA -0 Plates Increase 1 -0 .33 Lumber Increase 1.33 Rep Stress Incr Y ES Code FBC2001 /ANSI95 CSI TC 0.01 BC 0.00 WB 0.00 (Matrix) REACTIONS (Ib /size) 1= 22/1 -9 -0, 2= 45/1 -9 -0, 3= 22/1 -9 -0 Max Upliftl=- 22(load case 2), 2=- 30(load case 2), 3=- 22(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =7, 2 -3 = -7 1 -9 -0 1 -9 -0 DEFL Vert(LL Vert (TL) Horz(TL) Qty Ply R:TMBLDRS• Job Reference (optional) b 100 s Mar 25 20 3 yllrekIndustries, Inc. Thu Nov 0615:22:29 Pages 1 -9 -0 0 -10 -8 in (loc) I /defl L/d n/a n/a 999 n/a n/a 999 0.00 3 n/a n/a PLATES M1120 Weight: 3 Ib BRACING TOP CHORD Sheathed or 1 -9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1 Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3 Gable requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 1, 30 Ib uplift at joint 2 and 22 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -3= -90.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =75.0, 2 -3 =75.0 Horz: 1- 2= -85.0, 2 -3 =85.0 3) 1st unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -3= -30.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2 -3= -90.0 0044 H Scale = 1:3. GRIP ■ 249 /190 Jam 3J45 Truss V5 Truss Type ROOF TRUSS Qty 1 J Ply 2 M. BLURS. Job Reference (optional) 3 MiTeliTnd nes, Inc. 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A... �.A�......... ��. �. ........ ...6.2�.�.A. ��J.4� d �.�.�eA ..6.6.. �..� • 2x4 - 2x4 II 2x4 7 -10 -8 1 7 -10 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 53 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 212/7 -10 -8, 3 =212/7 -10-8, 4= 409/7 -10 -8 Max Upliftl=- 146(load case 2), 3=- 146(load case 2), 4=- 182(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -88, 2 -3 = -88 BOT CHORD 1 -4 =30, 3 -4 =30 WEBS 2- 4 = -314 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "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; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 4 Gable requires continuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 1, 146 Ib uplift at joint 3 and 182 Ib uplift at joint 4. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -3= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =72.6, 2 -3 =72.6, 1- 3 = -10.0 Horz: 1- 2= -82.6, 2 -3 =82.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2- 3= -30.0, 1- 3 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2 -3= -90.0, 1 -3= -20.0 0045 ge :13.2 Job r 3J45 f Truss V5A Truss Type ROOF TRUSS Qty 1 Ply 1 .. . RS. Job Reference (optional) BesUTruss CO., Miami, FT. 5 Mar 25 3 Mi Iek tncrusfnes, Inc. 06 15:22:30 2003 Par 2 - -8 5 -9 -0 2 -10 -8 3x4 2 5.00 p � 2 -10 -8 Scale = 1 - 3 1 .:.. �, :....:............ _... _. _. _. _. _ . _. _. _. _. _ . _. _. _. _. _ . _. _. _. _ 4 4 4 4 .............. _. _. _. _. _ . _. _ . _. _. _. _ ......... _. _. _. _. _. _. _ . _. _. _ . _ . _. _ . ... _. ......... y . _. _. _. _.., . _. _. _. _ n - ce m e t ... _. _. _. _ . _ . _ 4 4 4 4 .. _. _. _. _ . _ . _ . _. _ . _ . _ .:.:.. ....................................• ........ :......... : . x . : ....... 0 ................ ::::::::::....... ;* ............v. .............. :440 .. ....40.4 :4 ...... :400 4 0 : * . ::::::::••MitY.......h:40:::::: .................. . . : : : : 4.0 : : : : :n _ : ......i_i_i; ;ziti............. .... . x o c o... : : : : : : ........ :40) :4 : : : : : : : : : : : : : :... :...... : : : : : :: :...444... : :::* ....: : .............. : : ... : : : : : : : : : : . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . ... . .. .. .:. .. :. . :. .. .. . .. . . . . . . . . . ... . . . . . . . . . . . . . . . . . ... .. . . ... . . . . . . . . . . . . . . . . . . . . . . . 4444. . . . .. . 4444. . . . .. . . . . . . . . . . . . . . . . . ... . ... . ... . ... . . . . . . . . . . . ... . ... . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . ::4444. . 4444... . .. .. . . . . . . . . . . .. . . . . . . . . . . . ... . 4444. . . . . .. . . . . . . . . . . . ... . ... . 4444.. . . 4444 . . . . .. . . . . .. . . . 4444. . .. . . . . ... . . •. . . . . . . . . . . . . 4444. . ... . . . . . .. . . . ... . . . 444 ............. .................. . ........................... .. . 4444.. . . . .. . . . . . . . . . . . .. .. .. . . 4 4444 . 4444 . . . . . . . . . ... . . . . . . . . . 4444.. .. . . .. . . . . .. . . . .. . . . . ... .. . . . . .. . . . . . .. 4444..........:...... .........................44:: :: :*.44..44 .4444. : : : : : : : : : : : ......... : . : . * ................ : ............4444... :....4 444... : ..... : .... : : : ......... : . : .4444....... ::6:44 444 ........ :. :.::::::::::......... : :.: ** ...::::.....:::::.........*::::.:: . * * *S . : : :: :: ....... : : : : + ::4 . -... -. -. -. - • - • - . t .: .. .... : .......................... ... ....... . ... x, • N ....... .............................: : . : . : . : .........44 4 4................ . ::::::::::::::::::::::::::::: : :: : :.:.:.:.:.:.:.:.:.:.:.:.:.: .:::...46.444444 ............ ... . . . .. .. . . ...4 44...............4444....4444....................... ............................... ....4444.................4444.. 2x4 2x4 5 -9 -0 i 5 -9 -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 /ANSI95 CSI TC 0.12 BC 0.12 WB 0.00 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP M1120 249/190 Weight: 16 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb /size) 1= 236/5 -9 -0, 3= 236/5 -9 -0 Max Upliftl=- 139(load case 2), 3=- 139(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -281, 2- 3 = -281 BOT CHORD 1 -3 =232 BRACING TOP CHORD Sheathed or 5 -9 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1 Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3 Gable requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 Ib uplift at joint 1 and 139 Ib uplift at joint 3. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2- 3= -90.0, 1- 3 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =74.6, 2 -3 =74.6, 1 -3= -10.0 Horz: 1 -2= -84.6, 2 -3 =84.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -3= -30.0, 1 -3= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2 -3= -90.0, 1 -3= -20.0 046 { :9.6 o• , 3J45 Best CO., Miami, FI. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss V5B LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 - 2 -0 -12 2 -0 -12 2x4 11 5110° 2x4 II SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (Ib /size) 8= 415/7 -11 -4, 6= 415/7 -11 -4, 7= 412/7 -11 -4 Max Uplift8=- 588(load case 2), 6=- 588(Ioad case 2), 7=- 39(load case 2) Max Grav8= 434(Ioad case 3), 6= 434(Ioad case 4), 7= 412(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 2 -8= -388, 1 -2 =78, 2 -3 =83, 3-4 48, 4 -5 =78, 4-6= -388 BOT CHORD 7- 8 = -25, 6 -7 = -25 WEBS 3-7= -314 Truss Type Qty Ply RIM. BURS. ROOF TRUSS 1 1 Job Reference optional) 00471 5 100 s Mar 25 2003 MTekin us rtes, Inc. I hu Nov 0615.22 30 2003 1 j 3 -11 -4 3 -11 -4 3 -11 -4 3 -11 -4 CSI TC 0.85 BC 0.13 WB 0.10 (Matrix) 3 4x5 2x4 I I BRACING TOP CHORD BOT CHORD 7 -10 -8 3 -11 -4 5.00 [T2 3x 3x6 i I 2 4 :a::: i a i� aaa i� i �i�i gf :is:: sy? : :�i �a:' �i�%ai�i Ai�i �i �i�:�i� i�:� 0:: : i : o`: SSSSi:d * AS:d* E. S 2SSS•.•❖.S:.SSS!.!.!.!.!.!.A:Q * S SS:.SSS C. �!�•wASA 4�LS: ::• �!�:�!�! :•!�A!�! > :�! 7 -10 -8 3 -11 -4 DEFL in (loc) 1 /deft L/d Vert LL n/a - n/a 999 Vert TL 0.23 1 >120 180 Horz(TL) 0.00 6 n/a n/a 2x4 11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp 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 588 Ib uplift at joint 8, 588 Ib uplift at joint 6 and 39 Ib uplift at joint 7. 4) Non Standard bearing condition. Review required. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2- 3=- 90.0, 3-4= -90.0, 4 -5= -90.0, 6 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =72.6, 3 -4 =72.6, 4 -5= 163.2, 6 -8= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -82.6, 3-4= 82.6, 4-5 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 3 -4= -30.0, 4 -5= -30.0, 6 -8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -3= -30.0, 3 -4= -90.0, 4 -5= -90.0, 6 -8= -20.0 9 -11 -4 H 2 -0 -12 Weight: 50 Ib 2x4 II 5 Sheathed or 8 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. Scale = 1:24.8 ' ti PLATES GRIP MI120 249/190 1 , 3,145 Besf Trus;;CO- Miami, I. - 2 -0 -12 2 -0 -12 Truss V5C LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 2x4 11 Truss Type ROOF TRUSS 3 -11 -4 3 -11 -4 3 -11 -4 3 -11 -4 3 2x4 I I REACTIONS (Ib /size) 8= 407/7 -10 -8, 6 =407/7 -10-8, 7= 428/7 -10 -8 Max Uplift8=- 551(load case 2), 6=- 551(load case 2), 7=- 112(load case 2) Max Grav8= 430(load case 3), 6= 430(load case 4), 7= 428(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 2 -8= -379, 1 -2 =78, 2 -3 =100, 3- 4 = -31, 4 -5 =78, 4 -6= -379 BOT CHORD 7- 8 = -39, 6 -7 = -39 WEBS 3- 7 = -333 4x5 Qty 1 Ply 7 -10 -8 3 -11 -4 7 -10 -8 3 -11 -4 R.J.M. BURS. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 8, 551 Ib uplift at joint 6 and 112 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 6 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =72.6, 3 -4 =72.6, 4 -5= 163.2, 6 -8= -10.0 Horz: 1 -2 =- 173.2, 2- 3=- 82.6, 3-4= 82.6, 4-5 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 3 -4= -30.0, 4 -5= -30.0, 6 -8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -3= -30.0, 3 -4= -90.0, 4 -5= -90.0, 6 -8= -20.0 1 Job Reference (optional) O 100 s aM i 25 2003 - MiTek Industries, Inc. 1 hu - N - ov 06 15722T31 2003 1 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 /ANSI95 CSI TC 0.93 BC 0.13 WB 0.08 (Matrix) DEFL in (loc) I/defl Ud Vert LL n/a - n/a 999 Vert TL 0.21 5 >130 180 Horz(TL) 0.00 6 n/a n/a 2x4 I I PLATES MI120 Weight: 46 Ib 9 -11 -4 2 -0 -12 BRACING TOP CHORD Sheathed or 8-0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Scale = 1:21.6 GRIP 249/190 0048 =1 Job 3J45 Best Truss CO., Miami, 1-1. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 - 2 -0 -12 2 -0 -12 Truss V5D LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 2x4 II SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 3 -11 -4 3 - 11 - 4 3 -11 -4 3 -11 -4 CSI TC 0.85 BC 0.12 WB 0.08 (Matrix) 4x5 3 REACTIONS (Ib /size) 8= 392/7 -10 -8, 6 =392/7 -10-8, 7= 458/7 -10 -8 Max Uplift8=- 476(load case 2), 6=- 476(load case 2), 7=- 262(Ioad case 2) Max Grav8= 421(load case 3), 6= 421(Ioad case 4), 7= 458(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD 2 -8= -359, 1 -2 =78, 2 -3 =140, 3 -4 =140, 4 -5 =78, 4 -6= -359 BOT CHORD 7- 8 = -74, 6 -7 = -74 WEBS 3-7= -373 2x4 II BRACING TOP CHORD BOT CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =10ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 Ib uplift at joint 8, 476 Ib uplift at joint 6 and 262 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -3= -90.0, 3 -4=- 90.0, 4-5= -90.0, 6 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= 163.2, 2 -3 =72.6, 3 -4 =72.6, 45= 163.2, 6 -8= -10.0 Horz: 1 -2 =- 173.2, 2- 3= -82.6, 3 -4 =82.6, 4-5 =173.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 3 -4= -30.0, 4 -5= -30.0, 6 -8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2 -3 =- 30.0, 3-4= -90.0, 4 -5= -90.0, 6 -8= -20.0 Qty Ply . . BLDRS. 0049 1 1 Job Reference (optional_ 5 100 s Mar 3 crf industtnes, Inc. Thu Nov 06 15:22:31 - 2003 Page f 7 -10 -8 3 -11 -4 7 -10 -8 3 -11 -4 DEFL in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.19 1 >146 180 Horz(TL) 0.00 6 n/a n/a •::: ❖:': ❖: ❖: ❖: ❖: ❖:•::: " "•' O. :: ❖: ❖: ❖: ❖: ❖: ❖: ❖S: ❖: ❖:•:: ❖:: : ❖:`:': ❖:•::::P. !'i!i i i �i is i 11.1.11 i i i•' �Ji i •i i i i i i i i i i 1'1.1.1.1.1.1 ♦..•�•� 1.111.1.11.1 i i 1 .1.1.1 11.1 i i i i , 1.1'1'1 '• • �iiii'Oi i i• �• �• �• �JPOOOOO .000SOO•PJOOOJO00.0•.MPO4. � Wi ii •60.000 ❖••• ❖.❖ 6.❖ •POODOO OOOPPA•O�OO A'PO,}LJ .. NN • •..wy J.6 iii.. iii•: i•J 0i� :• ilil : !:1 :! :� �:l :l l:� L:::ti•:::•:!:!ilil 4 !i!i l: it :l:!:l: l:! :l : 2x4 I I PLATES M1120 Weight: 37 Ib Sheathed or 8-0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 9 -11 -4 2 -0 -12 Scale = 1:20.2 GRIP 249/190 This safety alert symbol is used to attract your A attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ® 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, building 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 these recommendations to be interpreted as superiortothe projectArchitect'sor Engineer's design specification for handling, installing and bracing wood trussesfor a particular roof orfloor. These recommendations are based upon the collective experience 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. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. I A WARNING: Do not break banding until installa- tion begins or lift bundled trusses by the bands. WARNING: Do not use damaged trusses. I " TRUSS STORAGE CAUTION: Trusses should not A be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 DANGER: A DANGER designates a condition A where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. A 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 inthewoodtruss industry, but must, due to the 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 fromthe use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ° 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 A 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. Trusses stored vertically should be braced to prevent toppling or tipping. A DANGER: Do not store bundles upright unless properly braced. A DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. A WARNING: Do not attach cables, chains, or hooks to the web members. Tag Line ls t truss of brae group of trusae End brace (EB) 010.1 ,Pld Toe In I I Approximately 1/2 truss length Spreader Bar Toe In Spreader Bar Ground brace latera (LB G) or Tess I I Approximately '/2 truss length Truss spans Tess than 30'. Approximately 1/2 to Y3 truss len th Less than or equal to 60' Toe In Tag Line Tag Line Approximately 1 /2 to Y3 truss len • th Less than or equal to 60' GROUND BRACING :BUILDINGINTERIOR Ground brace diagonals (GBD) Note: 2n floor uyatem shall have adequate capacity to support ground braces. 2nd floor Toe In Ground brace ertical (GBy) let floor Tag Line NIECE ANICAL 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. /Top Chord Frame 2 WARNING: Do not lift single trusses with spans greater than 30' by the peak. Ground brace diagonals (GBD Ground brace vertical (GBv) Backup ground - stake Tag Line At or above mid - height Tag Line Strong back/ SpreaderBar Driven ground stakes CAUTION: Ground bracing required for all installations. Approximately Y3 to 3/4 truss length Greater than 60' 10' 10' Strongback/ SpreaderBar /.III► \� ►,11►�. •I- Approximately 7 /3 to 3 /, truss length Greater than 60' A CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible. A GROUND BRACING BUILDING EXTERIOR Typical vertical attachment Strut (ST) Ground' \ brace 1st truss of b lateral (LB0) group of true / - End brace (EB) Typical horizontal tie member with multiple stakes (HT) Si SPAR! MINIMUM PITCH TOP CHORD 'LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBS) i# 4rus SP /DF _SPFaf_ 15 Up to 32' 4/12 8' 20 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE SPACING (DB6) I# 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 te. 1 Top chords that are laterally braced can buckle togetherand cause collapse if there iano 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. 12 4 or greater A 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 All lateral braces lapped at (east 2 trusses. FvEm® 3 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 12 5 Continuous Top Chord Lateral Brace Required ! 10' or Greater Attachment Required :4 1 1 PITCHED TRUSS 1 SP - Southern Pine SPF - Spruce - Pine -Fir Top chordo 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. I $CBSs®WS TRUSS 12 --� 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. WEB MEMBER B R PLA r Permanent continuous lateral bracing as specified by the truss engineering. 0 From® 4 Up t o 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM • PITCH 4/12 4/12 4/12 BOTTOM CHORD LATERAL BRACE SPACING(Las) 15' 15' 15' O1rOM CHORD DIAGONAL BRACE SPACING (DB& (# trusses] SP /I3F 20 SPF /HIF 15 10 6 7 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. BO 'YOB CHORD PLANE Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DB s ) [# trusses] SP /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 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. 4 x2 P ARALLEL CHORD TRUSS:TOP CHORD I 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 purling aro attached to the topside al the top chord. All lateral braces lapped at feast two trusses. All lateral braces lapped at least two trusses. End diagonals are essential for stability and must be duplicated on both ends of the truss system. A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Continuous Top Chord Lateral Brace Required End diagonals are esser t ?ai fo: stability and must be duplicated on both ends of the truss system. 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 purling are attached to the topside of the top chord. 2x4/2x6 PARALLEL CHORD TRUSS 3 0708 s) 5e 2070 Continuous Top Chord Lateral Brace Required Attachment Required 10° or Greater 30" or 2 greater 31 / Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(in) D/50 D(ft) TOP CHORD 1/4" 1' TOP CHORD DIAGONAL BRACE 2' MINIMUM LATERAL BRACE SPACING (DBs) SPAN PITCH SPACING(LBs) [# trusses] 1-1/4" 5' 72" SP/DF 1 SPF/HF 3 to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D/50 D(ft) 12" 1/4" 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(En) L/200 L(ft) 200" 1" 16.7' 260" 1-1 /4" 20.8' 300" 1-1/2" 25.0' L(in) 1/200 L(41) 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 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. MONO TRUSS 12 13 or greater 4 r Tess 45 Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required SP - Southern Pine SPF - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Truss Depth D(in) Maximum Misplacement PLUMB Lesser of D/50 or 2" Plumb Line OUT-OF-PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trusses. INSTAL,LATllON TOLERANCES 1 Tc 1 Tc ± 1/4 " — Length L(in) BOW .................................... 4 .......................... ............... ........... ....... L(in) ................ ............................... t Lesser of L/200 or 2" L(in) . . • ........... . OUT-OF-PLANE INSTALLATION TOLERANCES. Lesser of L/200 or 2" DANGER: Under no circumstances should construction loads of a y description be placed on unbraced U'USS138. M IAMI O ADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Simpson Strong Tie Co., Inc. 1720 Couch Drive. McKinney, Texas 75069 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, the 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. BCPRC 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 the 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 Code. DESCRIPTION: Wood Connectors LUS, HUS, RHOS, HGUS, HGUQ, SUL/R, HSUL/R, THASL/R & THA. APPROVAL DOCUMENT: Drawing No. DC2301, sheets 1 through 5 of 5, titled "Truss Hangers, LUS & HUS Hangers, HHUS, HGUS & HGUQ Hangers, SUR/L, HSUR/L & THASR/L Hangers & THA Hangers" dated June, 2002 with no revisions, prepared by Simpson Strong Tie Co., Inc. signed and sealed by J. M. Gilstrap, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade 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 the 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 entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOAi# 00- 0512.06 and consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. NOA No: 02 -0719.02 Expiration Date: June 20, 2008 Approval Date: April 17, 2003 Page 1 Simpson Strong Tie Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) A 1. 01 02 03 04 05 06 07 08 09 10 11 12 13 14 DRAWINGS Drawings prepared by Simpson Strong -Tie Co., Inc., titled "Truss Hangers, LUS & HUS Hangers HHUS, HGUS & HGUQ Hangers, SUR/L, HSUR/L & THASR/L Hangers and THA Hangers ", Drawing NO. DC2301, sheets I through 5 of 5, dated June, 2002 with no revisions, signed and scaled by J. M. Gilstrap, PE. TEST Test reports on wood conn R. Patel, PE. Report No. CTL 1600 G CTL 0182H & 01039 CTL 0095 H CTL 1519G & 01038 CTL 1477G & 16000 CTL 0136H & 0182H CTL 1477H & 15540 CTL 1519G & I477H CTL 0136H CTL 1600G CTL 1554G CTL 0269H & 1554G -1 CTL 1445G & 1554G CTL 1600G & 1445G Product Model 1. HGUS Series 2 SUR/L Series 3 HSUL 26 -3 4 HHUS 28 -2 5 HHUS 46 6 THASL Series 7 HGUQ Series ectors per ASTM D1761 by Certified Testing Laboratories, signed and sealed by Wood Connector HGUS 28 -3 HGUS 28 -2 HGUS 26 -2 HGUS 26 -3 SULJR 26 HSUL 26 -2 HHUS 28 -2 HHUS 46 ' THASL 218 -2 THASL 218 HGUQ 26 -2 HGUQ 26 -3 HGUQ 28 -2 HGUQ 28 -3 C CALCULATIONS Report of Design Capacities prepared by No. of Pages • 1 through 6 1 through 5 1 through 5 1 through 5 1 through 5 1 through 6 1 through 6 Direction Down & Up Down & Up Down & Up Down & Up Down & Up Downward Down & Up Down & Up Downward Downward Down & Up Down & Up Down & Up Down & Up Simpson Strong Tic Co., Inc. Date 04/11/02 07/11/02 07/11/02 07/11/02 07/11/02 06/20/02 06/18/02 D STATEMENTS 1. Code compliance letter issued by Simpson Strong -Tie Company, Inc. on 03/25/03 signed and sealed by .1. M. Gilstrap, PE. 2. No financial interest letter issued by Simpson Strong -Tie Company, Inc. on 09/06/02 and signed by J. M. Gilstrap, PE. 3. No change letter issued by Simpson Strong Tie - Company, Inc. on 01/15/03 and signed by J. M. Gilstrap. E -1 Date 01 /10/02 01 /30/02 & 02/18/02 01/30/02 12/18/02 & 01/30/02 12/06/01& 01/29/02 02/07/02 & 12/03/01 12/03/01 & 01 /02/02 12/17/01 & 12/03/01 02/08/02 02/28/02 01/02/02 01/30/02 & 03 /15/02 01/02/02 & 11/28/01 11/28/01 & 01/22/02 Signature J. M. Gilstrap, PE J. M. Gilstrap, PE. J. M. Gilstrap, PE J. M. Gilstrap, PE J. M. Gilstrap, PE. J. M Gilstrap, PE J. M. Gilstrap, PE Candido F. Font PE. Sr. Product Control Examiner NOA No 02 -0719.02 Expiration Date: June 20, 2008 Approval Date: April 17, 2003 MODEL NO. GAUGE FASTENERS ALLOWABLE LOADS HEADER JOIST UPLIFT (133) FLOOR (100) . SUL /R26 16 6 -16d 6 -10dX1 1/2 665 865 HSUL /R26 -2 14 12 - 16d 4 -1(dX2. 1/2 585 1315 THASL /R218' 18 18 -10de 4 -10dX1 1/2 — 1250 THASL/R218 - 2' 78 . 18 -10d' 4 -10dX1 1/2 — 810 HS UR/L, 94 ./8 HEADER 1ST minimum of t may be woble Toad woble Iood sts shall be 1l.. 8=27%6" MIN. (4)10d NAILS INTO TOP OF HEADER THASL /R INSTALL (4) Od Noils must be nailed into the top of the header square cut or bevel cut is based on minimum of 2" thick header is bused on a minimum of 2" thick joist mode of lumber with o SC 0.55 or better THASR/L Hangers 2 6' 3 " 8 .. 15/8 (.8.. f or THASL21 - HEADER PLAN VIEW OF SKEWED HANGERS Date: 6/02 Dwg by. DSB SQUARE 2 CUT JOIST SIMPSON STRONG —T1F. INC, 1720 COUCH OR. MCKINNEY, TX 75069 TEL: (800)999— 5099 Dwg #: DC2301 Scale: NTS Chk by. JMG Sheet ± of 5 SIMPSON Stronglle HEADER 8 = 2" �IEB/IC, a 31/ 0 0 0 0 SUL /R &, HSUL /R INS TALLA TION JO 1. 2. 3. 4. 5. A Joi Allo Al to Joi mtAm DITILDING CODE COMPLIANCE OF C PRODUCT CONTROL DI ON NOTICE OF ACCEPTANCE (NOA) MIA/a-DADE COUNTY. FLORIDA i4 leST 1 GLailt ARM, x surer tail FLORIDA 33130 - 1563 ( d) man F,Vt. b) 35-2 United Std Products Co. 703 Rom Drive. Montgomery, MN SO69 ScoP; This NOA is isRted under the applicablerules and regutations governing the use of coustruction materials, The documentation submittcd 11as been reviewed by Dade County Product Control Division and tepid by the Etwatkof Ro Ap (DOORt) to be tamed in MITA .1 and other areas allowed by the Au" Having I . _ .on s NOA sls not le valid the Milation. dote stag below The Afirvi-Dade County Product Cannot l ivtision » Dade Colony) audt`crt tic A in angm other than Atf ) =CNC the right to haw this produCt or mamba' teed teir quality ` assent= nurpoks.. 1f this' product or meow is to pea= in the the monafacturcr will boor t e eve of suc h: and the MI nmy immedintaty modify, or , the of ngiterial Within .t ut ji s s DCPRC rotervciti 114 titbit to revoke tbis acceptance,. if it is determined by Miami- ::Contra Division that product or Vtals to t oOts.dTh app lv ,tom: This mien is aPproved as t� attain hoca designed teloonoply widt the Mgt velocity Htirricaue c Ottitcflandalkulding tab DESCRIPTION: Wood Coiriegtoes APPROVAL DOCUMENT:, No002, Sheds 1 ihrenigh 2 . of2, tided Series antssiloist Ha )_A T list es,(Slu MA Truss 1 rd 11i26/02, reword by United Steel Products tones sib and sealoi by R. W 44, Ply beorias the Dslic CoantyProduct C1 l stamp wig th Natir2 t IOA) oumber pod cOiration 4lote by t1! Mi i D : r..ocusty Product Centro' DiVition. MISSLIX 14PACT .RATIN'G: Node LABELING: Each om i t s s l I l l r a permanent label With dta atiamufachOTA nomodr lego, oit*, ittite Pod o following statern li -Dado tote Choi r n her . RENtIVAL this NOA shall be i d aftee 4 z applitatiflet 134.9 4e0411104 404 there itas haul no *AEA theillitiObla ;Icg 40 40** TERANATIOX oft NOA will r a r d the **pit data rx a t tE 4 Y siou t ate l : A i oft per' o pia . 'I 3 e. filth MA as men otaaey' .per for., _ my other p - ' a i tc t# NOA. to coonply *ate t ,s NOA s b e + ea= fartiln*ttionned r 1 ADVERTI=t The, Nl t' 10=41 brthc words l by the lespb410 ate may be displayed fa AdvortiShIg literaturc., Ifany portion of the NOA .is displayed, then it shall be done in its:entirety, T SPECr1ON: A copy i± NQA aptu briprovided to the user birdie raomektorcr or its dishabotorS and sett he available for inspection a thcj ?b sit at tltc oftlao 1 Offizial, . This NOArenews NOA 00 - 1128 and cif adds page X as X11 as oppa above_ Tiro saber d IfCtfivtgd by Candido F. Foot PE. N t ',t3: 0.1.102&02 irotion Hate; Date 62 Approval Date: Deu 26, 21102 Pape 1 PRODUCT CODE JHA29 JHA213 JHA218 JHA2 -213 JHA2 -218 JHA413 JHA418 JHA424 MATERIAL THICKNESS 18 GA 18 GA 16 GA 18 GA 16 GA 18 GA 16 GA 16 .GA GENERAL NOTES JOIST WIDTH 1 1/2 1 1/2 1 1/2 3 3 1/2 3 1/2 3 1/2 DIMENSIONS W 1 5/8 1 5/8 1 5/8 3 1/8 3 1/8 3 5/8 3 5/8 3 5/8 H 10 13 1/2 17 1/4 12 1/2 16 1/2 12 1/4 16 1/4 22 (1) GIRDER /HEADER NAILS SHALL HAVE t) STEEL SHALL CONFORM TD ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVINIZED COATING OF G90. 2) FASTENERS ARE COMMON VIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY DURATION FACTOR OF 33Z FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOYED. LOAD SHARE FASTENING SYSTEM A A 6 6 6 5 3/16 5 3/16 5 1/16 5 1/16 5 1/16 FASTENERS GIRDER/ HEADER NAILS (18) 16d (18) 16d (24) 16d (18) 16d 424.) 16d (18) '16d (30) 1601' TRUSS/ JOIST NAILS. (6) lOd (6) 10d (6) l0d (6) 10d (6) 10d. (6) lOd (24) :16d (6) 1Od (6) 10d DESIGN LOADS (LBS) NORMAL 1007. 2114 2114 2125 3105 3650 3.105 36.50. 3650 DATE* 11/26/02 SHEETI 1 OF 2 UPLIFT 1337. 892 8.92 883 1216 1142 1216 1142 1142 A MINIMUM PENETRATION OF 2 ", UNITED STEEL PRODUCTS COMPANY 703 ROGIERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAMES JHA SERIES (TRUSS /JOIST HANGERS) ROBERT W. LUTZ PROFESSIONAL ENGINEER <STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO.# 1102 MDADE PRODUCT CODE MATERIAL THICKNESS JOLST WIDTH DIMENSIONS FASTENERS DESIGN LOADS fibs) NORMAL UPLIFT 1n/ H HEADER TRUSS 100% 133% TUH 26 16 GA 1 1/2 1 9/16 5 5/16 (16) 16d (8) 16d 3042 1350 TUH 28 16 GA 1 1/2 1 9/16 7 1 /16 (22) 16d (10) 16d 3314 1908 TUH 26 -2 16 GA 3 3 1/8 5 1/4 (16) 16d (8) 16d 3042 1350 TUH 28 -2 16 GA 3 3 1/8 7 (22) 16d (10) 16d 3650 1908 16 GA UGE GA GE (1) GIRDER /HEADER NAILS SHALL HAVE A MINIMUM PENETRATION OF 2 '. \1ERAE NOTES STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVINIZED COATING OF G60. FASTENERS ARE COMMDN WIRE NAILS UNLESS OTHERWISE NOTED. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33% FOR WINDLUPD DATE' 11/26/02 SHEET' 2 OF 2 LOAD.SHARE FASTENING SYSTEM DRAWING NO.4 1 1 f1? F2f?hAUr';' RF.Yr eED 1: •'•. :i.'.C);=rs;,:� Kilt Ab kc$P!'Cb IMO DM3ioz UNITED STEEL PRODUCTS COMPANI 703 ROGERS.DRIVE, MUNTGDYERY, MN. 56069 PHONE (507) 364 -7333 NAME, TUH SERIES (SLANT NAIL TRUSS HANGER) ROBERT W. LUTZ PROFESSIONAL ENGINEER ( STRUCTURA FLORIDA REG. NO. 55409 I MDADE 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 - 1-2-9 No.2 19 SP 2 -9 -15 4-0 -11 2 - 10 - 0 4 -4 -11 No.2D 19 SP 3 -0 -2 4 -4 -7 3 -Q -0 4 -8 -12 • No.1ND 19 SP 3 -0 -2 4 -5 -6 3 -0 -0 1441 . No.1 19 SP 3 -1 -11 4 -7 -15 3 - 0 9 -9 - = No.1D 19 SP 3 -3-0 4 -9 -10 3-1:-.8 4 -I p 1& NDSS 19 SP 3- 2-4 5 - 0-Q 3.0.O 4= 9 =13`• SS 19 SP 3 -3 -0 5 -1 -5 3 -1.6. 4- =f5 DSS 19 SP 3- 3-fl 5 3.2 -15 4- -I1 -15 . . MINIMUM GRADE OF LUMBER T.C. 2X4 No:2ND 19 SP B.C. 2X4 No:2ND 19 SP Webs 2X4 No.3 19 SP LOADING (PSF) L D TOP 30 15 BOTTOM 0 JO SPACING: 24 Inci O.C. MAXIMUM OVERHANGS, OVERHANG WITHOUT RETURN • a • OPTIONAL . N RETURN • 4 It 6.LV LEDGER BOLTED TO THE TIE BEAM (BY BLDR) (MA`( bE OM IT T'E O F ©2 c).1-1. 4 24 ") OVERHANG WITH RETURN .(ASCE -7/93 , 110MPH WINO G (5 1 , CAT G,7 PhfTO?CJ). DL. ,33Y. P Qr Po' L <Lf240 TPI -95 Crit. SFfC STR. INCR.: 33 X DRAWN BY : U.A. CHECKED BY : JAI REP. STRESS: YES 0 0 0 0 0 0 MiTek Industries Inc. P uy BY ►aAr 1 OFFICE. Approved for r: Inc. STATEgF _ evseel ED SI C� 5a REV. 4134% JAI 0012 4'0c) R (0 /23/98 JAI ( 0.5CE7/95,TPS95) TOP CHORD CONNECTION: 7'0' JACKS - 4.10 -D NAILS S0' JACKS - 4,8 -0 NAILS 30' & 1'0' JACKS - 2,2 -D NAILS BOTTOM CHORD CONNECTION: MAX 2,8 -0 NAILS OVERHANG VARIES , REACTION 1- -990 2--386 3 - -397 MINIMUM GRADE OF LUMBER T.C. 2X1 No.2 19 SP B.C. 2X4 No.2 19 SP Webs 2X4 No.3 19 SP COMMON JACKS SIZE 3.5 1.5 13 16.97 P 4-11 -6 STR. INCR.: 33 7. DRAWN 5Y : TAN CHECKED BY : JAI REP. STRESS: NO 7'0" CORNER SET 9 -10 -12 CORNER JACK 4 -11 -6 CORNER JACK COMMON JACK (TYP) PARTIAL ROOF LAYOUT 7 JACKS 11 PREPARED BY MIAMI OFFICE �- DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS. 4,16-D NAILS NOTE: THIS LESION HAS BEEN DECKED FOR 100 MPH W1IO LOAD. WALL HT 10 FT MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 00 LEIS AT COMMON JACKS it S90 LBS AT CORER JACK. • R SUPPORT1Nr TRUSSES VALLEY TRUSSES STANDARD ROInF VALLEY DETAIL PARTIAL ROOF LAYOUT Supporting Truss MINIMUM GRADE OF LUMBER T.C. 2x4 No. 2ND 19 SP B.C. 2X4 No. 2ND 19 SP Webs 2X4 No. 3 19 SP 12 � pitch 4 to 7 TPI -92 Crit. SSBC -91 Revised: 7/7/94 LOADING L (PS9 STR. INCR.: 33% TOP 30 is DRAWN BY: P.G. BOTTOM 0 10 CHECKED BY: J.A.I. SPACING:24 In O.C. REP. 'STRESS:YES VALLEY AREA 2x3 (typ) Strop ® 48" o.c. see note (c) below 3 Valley trusses at 2' -0" o.c. max. 6" wedge nailed to truss w /2 -8d toe nails or bevel cut bottom chord of valley truss. NOTES: (a) Provide continuous bracing on verticals over 6' -3 ". Connect bracing to verticals w /2 -8d nails and bracing must be tied to a fixed point at 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 ga. twist strap at 4' -0" intervals w /4, 10d nails each side of strap. Max 100 mph wind speed, 15' -0" max wall height. 0 0 MiTek Industries Inc. 5x6 spl. (typ) • See note PREPARED BY MIAMI OFFICE 4x4 S- VAL -ADM 3x6 spl. (typ) Supporting trusses at 2' -0" o.c. max Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. Approved for MiTek Industries Inc. Nailing Pattem T Brace Size Nail Size Nail Spacing 1x4 10d 8" o.c. 2x4 16d 8" o.c. Note: Nail along entire length of T -Brace . (Each Ply) ( STANDARD' LATERAL WEB BRACING END OF BRACING MEM. SHALL BE. CONNECTED TO A FIXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL MINIMUM GRADE OF LUMBER T.C. REFER TO SEPERATE B.C. ENGINEERING DWG. Webs LOADING L (PSF TOP BOTTOM \PACING:24 In O.C. TRUSSES ® 24" O.C. TYP. T BRACE SAME GRADE AS WEB TPI -95 Crit. Revised: 2/6/97 STR. INCR.: DRAWN BY: G.L.H. CHECKED BY: J.A.I. REP. STRESS:YES • 5- 6AT- ®.0*Z\ PREPARED ©Y VJAJ I CfPKI. 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN WITH 2 -10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X— BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10' -0" FOR FORCE GREATER THAN 2509 lbs. LATERAL BRACING DETAIL NOTE: BRACE MUST BE •90% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. o0 0 0 0 0 MiTek Industries Inc. " .. Approved u§tt UrInt -.:8 T -Brace Size # Of Truss Plys , 1 1 2 Rows of Bracing Web Size 1 2 1 2 2x4 1x4 2x4 2x4 2x4 2x6 1x6 2x6 2x6 2x6 2x8 2x8 2x8 2x8 2x8 ( STANDARD' LATERAL WEB BRACING END OF BRACING MEM. SHALL BE. CONNECTED TO A FIXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL MINIMUM GRADE OF LUMBER T.C. REFER TO SEPERATE B.C. ENGINEERING DWG. Webs LOADING L (PSF TOP BOTTOM \PACING:24 In O.C. TRUSSES ® 24" O.C. TYP. T BRACE SAME GRADE AS WEB TPI -95 Crit. Revised: 2/6/97 STR. INCR.: DRAWN BY: G.L.H. CHECKED BY: J.A.I. REP. STRESS:YES • 5- 6AT- ®.0*Z\ PREPARED ©Y VJAJ I CfPKI. 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN WITH 2 -10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X— BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10' -0" FOR FORCE GREATER THAN 2509 lbs. LATERAL BRACING DETAIL NOTE: BRACE MUST BE •90% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. o0 0 0 0 0 MiTek Industries Inc. " .. Approved u§tt UrInt -.:8