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HomeMy WebLinkAboutSUBMITTED PAPPERS7 OFFICE USE ONLY: DATE FILED: PERM rr # REVISION FEE: _Ch W RECEIPT # %J' 7Sa7 1 ST. LUCIE COUNTY PUBLIC WORKS DEPARTMENT SCANNED CODE COMPLIANCE DIVISIO BY 2300 VIRGINIA AVENUE St: Lucie County FORT PIERCE, FL 34982-5652 (772) 462-1553 ER m APPLICATION FOR BUILDING PERMIT PROJECT INFORMATION EVIsly NO" 1. LOCATION/SITE 2. DETAILED DESCRIPTION OF PROJECT 3. CONTRACTOR INFORMATION: ST. of FL REGJCERT. # C AC n 3S 9 9 ST. LUCIE CTY. CERT. BUSINESS NAME: v /9 �ri f C-8t QUALIFIERS NAME: /� q n e ADDRESS: R Poo s- US1, 54a a 4�03 CITY: STATE: •F-L ZIP: -3 $ PHONE (DAYTIME): FAX: 4. OWNER/BUILDERINFORMATION: NAME: LNine L45ADDRESS: L/DZ CITY: (gyp a Y S Y• Lucy. STATE: y L ZIP: 3yq� PHONE/CELL: i-72—fLi,e-55L-7 FAX: •7^22� R'78't765-& 5. ARCHITECT/ENGINEER INFORMATION: NAME: Braden d- i3rauef eh ii -L•A ADDRESS: `•f / -7 Coco hu n CITY: STATE: L ZH'(:• PHONE (DAYTIME): poi 1 FAX: �7i'i�e7 [S7 NM11I BRADEN 6 BRADEN, A. I. A., R. A. -qYChlfeCf,5 & 'Planners 417 COCONUT AVS SUE, STUART, FLORIOA 34996 TELEPHONE: (772) 2B7-B2FB FAX (772] 2B7-B2B3 #AAC-000032 12-22-00 St. Lucie County Building Department Permit P. RE: Laurel Model for Wynne Development 6531 Teresita To whom it may concern, Please note, the roofing has been changed to now be Union Corrugation Co. 5v Metal and shall be installed per NOA# 07-1114.01 installation method A- IS. Please see attached product approval letter. ALL nails to be used in the roof sheeting shall be 8d ling shank nails. Also the typical footing has been changed to a 14" x 14" monolithic with (2) #5 bass cunt. If you have any questions please feel free to call me at (772) 287-8258. you, Uarniel R Braden Braden & Braden AIA PA l C.OU NTY", 4.4 R to LuD A _ Product Review Affidavit St Lucie County, Public Works Department Code Compliance Division The following products will be installed in the structure located at 6IS31 T>: RCS ITA' Building Permit# 0911-0(54 Owners Name E'DEJ�t,o iAs-N Owner's Address Contractor"'en.r,. f?v>>1pNeNT C ntractoesAddress Product ''.Product Rated Design Pressures Manufacturer Model Plumber Method of Attachment Windows ' FUI in the rated wind design pressures listed by the manufadurer for each product listed I st Choice Mullions Fixed Glass I st Choice Skylights Glass (other) Butt Glass Glass Block Sliding Glass Doors I st Choice 2nd Choice dr v:" Swing Type Doors 1 st Choice 2nd Choice n i Overhead Garage Doors 1st Choice 2nd Choice Roofing Material AsphaWFiberglass Metal -g5'jt Utilc)tJ 26 < SV iE'F- PJ-0.P:00-MCC)l Other9vziva'tEf- —113,1 C0=VCA0j1 Mlf- P Gi '('EM IS Shutters a. l- Choice 1 have reviewed the above components and cladding, and have approved th ' use in the structure to provide adequate resistance to the wind loads and forces specified bypn code provisions. Name: L;�17J\V, '� gS .DE,3 Signature Design Firm�t4�D _V 9 B1Z PD 1FN Cert. No.� . �. _ Date: 4 M I®MADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANI Union Corrugating Company P.O. Box 229 Fayetteville, NC 28302 MIAMI-DADE COUNTY, FLORIDA METRO-DADEFLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 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 Miamm-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 AHD (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 5V Metal Roof Panel LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and.the 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 end 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 NOA # 06-1002.13 and consists of pages 1 through 7. The submitted documentation was reviewed by Aleex�Ti�gerrraa. • No .:07-1114.01 E r, 05/17/12 8 Approval D } ROOFING ASSEMBLY APPROVAL: Category: Roofing Sub -Category: Non -Structural Metal Roofing Material- Steel Deck e: Wood Maximum Design Pressure -120.9 psf (See General Limitation #1) Fire Classificationn Pressure See General Limitation #2 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Product Dimensions Test Product Specifications Description 5V Metal Roof Length: varies TAS 125 Metal Roof panel coated with various Panel Width: 26" approved coatings of Ceram -A -Star® (Coverage width : 24") 900. Height: �/2" Min. Thickness 0.019" TRADE NAMES OF PRODUCTS MANUFACTURED BY OTHERS: Product Dimensions Product . Description Manufacturer Fasteners #9 Corrosion resistant, sharp point hex- Generic (Panel) head screws with neoprene sealing (with current washer. NOA) EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Farrabaugh T164-06 TAS-125 06/08/06 Engineering and Testing, Inc. Farrabaugh T164-06 TAS-125 10/15/07 Engineering and Testing, Inc. Akzo Nobel Coatings, Lab Test Certification ASTM B-117 Inc. ASTM G-23 PRI Asphalt HTL-001-01-01 PA 100 02/18/02 Technologies, Inc. Hurricane Test 0293-0202-06 TAS 125 06/05/06 Laboratory, Inc. Hurricane Test 0293-0609-05 TAS 125 06/22/05 Laboratory, Inc. 1 F L NOA No.: 07-1114.01 Expiration Date: 05/17/12 Approval Date: 01/03/08 Page 2 of 7 SYSTEM DESCRIPTION SYA-1S: "5V" 26 Ga. Metal Panel Deck Type: Wood, Non -insulated Deck Description: 19/32 : or greater plywood or wood plank. Slope Range: 2 12" or greater Maximum Uplift See Table A Below. (See General Limitation #1) Deck Attachment: In accordance with applicable Building Code, but in no case shall it be less than 8d ring shank nails spaced 6" ox around the perimeter and 6" o.c. in the field. In reroofing, where the deck is less than 19132" thick (Minimum 15/32") The above attachment method must be in addition to existing attachment. Underlayment: Minimum underlayment shall be a ASTM D 226 Type II installed with a minimum 4" side -laps and 6" end -laps. Underlayment shall be fastened with corrosion resistant tin -caps and 11/4" annular ring -shank nails, spaced 6" o.c. at all laps and two staggered rows 12" o.c. in the field of the roll. Valleys: Valley construction shall be in compliance with Roofing Application Standard RAS 133 and with Union Corrugating Company's current published installation instructions. Fire Barrier Board: For class A or B fire rating, install minimum 1/4" thick Georgia Pacific "Dens Deck" (with current NOA) or minimum 4mm thick of Tritex, RockRoof (with current NOA) or s/8" water resistant type X gypsum sheathing with treated core and facer, or Elk Versashield (with current NOA). Metal Panels and Install the "5V Steel Roofing Panel" and accessories in compliance with Accessories: Union Corrugating Company's-. current published installation instructions'and details. Flashing, penetrations, valley construction and other details shall be constructed in compliance with the minimum requirements provided in Roofing Application Standards RAS 133. 5V Roofing Panels shall be fastened with a minimum of #9 Hex Head Wood corrosion resistant fasteners with seating washer. Fasteners shall of sufficient length to penetrate through the sheathing a minimum of 1/16'. Fasteners shall be place in accordance with fastener detail herein as follows: 1. All fasteners are to be located on top of the ribs as shown in Detail A herein. 2. All fasteners at center rib, underlap rib, and overlap rib shall be spaced at a maximum distance listed in Table A below parallel to the roof slope. See Detail A herein. TABLE A MAxwuM DESIGN PRESSURES Roof Areas Field I Perimeter and Corners Maximum Design Pressures -85.825 psf -113.1 psf Maximum Fastener Spacing- 24" o.c. 1211 o.c. a. unaa glavaq LLUU 311U11 UUL UC U110We1a apCR Coya 1 1 Expiration Date: 05/17/12Approval Date: 01103108 9�0 aLE � yts�,s _ J' 0.vaw_7� .eY s rbT M -2S: "SV" 26 Ga. Metal Panel Deck Type: Wood, Non -insulated Deck Descriptio 19/32" or greater plywood or wood plank Slope Range: 2": 12" or greater Maximum Uplift he maximum allowable design pressure for the 24" ide panel Pressure: all be -120.9 sf. (See General Limitation#1,,)��' Deck Attachment: In acc rdance with applicable Building Code��ut in no case shall it be less than # 2" wood.screws spaced 6" o.c ar 4nd the perimeter and 12" o.c. in the field.. In reroofing, wherg the dec s less than 19/32'.thick (Minimum 15/32") The above attachment meth o must be in addition to existing attachment. Underlayment: Minimum underl ment shall be STM D 226 Type 11 installed with a minimum 4" side -lap, and 6" a d-laps. Underlayment shall be fastened with corrosion resistant tin aps an��l/d' annular ring -shank nails, spaced 6" o.c. at all laps and two stagg req ows 12" o.c. in the field of the roll. Valleys: Valley construction shall in compliance with Roofing Application Standard RAS 133 and�wi 'on Corrugating Company's current published installation instructiIF jjs. Fire Barrier Board: For class A or B Mire rating, inst minimum'/4" thick Georgia Pacific "Dens Deck" (witYer !ent NOA) or um 4mm thick of Tritex, RockRoof (with current rs/q"water resistannype X gypsum sheathing with treated r Elk Versashield (wtYh current NOA). Metal Panels and Inst®r e "5V Steel Roofing Panel"�a,td accessories in compliance with Accessories: U Corrugating Company's current p blished installation instructions and tails. Flashing, penetrations, valley con truction and other details shall be instructed in compliance with the mini um requirements provided in Roofing Application Standards RAS 133. 5V Roofing Panels shall be fastened with a minim of #9 Hex Head Wood corrosion resistant fasteners with sealing washer. so eners shall of sufficient length to penetrate through the sheathing a minimum o /,6'. Fasteners shall be place in accordance with fastener detail herein as follo s: 3. Panel side ribs shall be fastened along side of the panel inside ribs, one fastener at the overlap and one fastener at the underlap. Center panel rib shall be fastened with one fastener at the overlap side of the panel. 4. All fasteners at center rib, underlap rib, and overlap rib shall be spaced at a maximum of 24 inches o.c, parallel to the roof slope. See Detail B herein. oJ�T CO2� 1 • No.: I I Expiration Date: 05/17/12 i= �� - r nxa �.-x Cc,�;'IOPOY Approval r r 1 . I 1 1: 11 0 GENERAL LMTATIONS: I. The maximum designed pressure listed herein shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). 2. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 3. All panels shall be permanently labeled with the manufacturer's name or logo, city, state and the following statement: 'Miami Dade County Product Control Approved". Fm Er r. NOA No.: 07-1114.01 Expiration Date: 05/17/12 Approval Date: 01/03/08 Page 5 of 7 " I DETAIL DRA WINGS 24" Coverage DETAIL A Minimum #9HHself tapping screws w/ self sealing. 16'Minimum penetration through the deck Overlap - 5V Panel 12.5" See Table A 112" Overlap A. : I • Date: 05/17/12 FILE C y Approval 1. I I I: 7Cr0Page 6 of 7 �BPRF' PANEL OVERLAP PANEL OVERLAP DETAIL B SUBSTRATE FASTENER W/ WASHER PANEL UNDERLAP FASTENER PATTERN IN THE FIELD OF PANEL SUBSTRATE FASTENER W/ WASHER PANEL UNDERLAP FASTENER PATTERN AT THE EAVE & RIDGE OF PANEL END OF THIS ACCEPTANCE C Cf ?V F� c@pT NOA No.: 07-1114.01 Expiration Date: 05/17/12 Approval Date: 01/03/08 Page 7 of 7 Co lv. s * ■ . � � 0 § ) § k ( § FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A I Project Name: WYNNELAUREL-FRONT PORCH/ C—;O� Builder Name: WYNNE 6treet: 6531 T2,re.S 1 +&- ; C� Permit Office: City, State, Zip: PORT ST. LUCIE , FL, 34983 a Permit Number. Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul,-Exterior R=4.1 1197.30 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A . R= ft2 4. Number of Bedrooms 2 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft2) 1413 a. Under. Attic (Vented) R=30.0 1413.00 ft2 b. N/A R= ft2 7. Windows Description Area c. N/A R= ft2 a. U-Factor. Sgl, default 100.00 ft2 SHGC: Tinted, default 11. Duds b. U-Factor. N/A ft2 a. Sup: Attic Ret: Attic AH: Attic Sup. R= 6, 57 ft2 SHGC: 12. Coaling systems c. U-Factor. N/A ft2 a. Central Unit Cap: 28.0 kBtu/hr SHGC: SEER: 14 d. U-Factor: WA ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 26.4 kBtu/hr e. U-Factor: N/A ft2 HSPF:8 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1413.00 ft2 EF: 0.95 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat Total As -Built Modified Loads: 25.34 Glass/Floor Area: 0.071 PASS Total Baseline Loads: 30.33 1 hereby certify that the plans and specifications covered by Review of the plans and FTHE Sr'tl this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance vj ii„ with the Florida Energy Code. PREPARED BY: Before construction is completed C DATE: this building will be inspected for compliance with Section 553.908 _ ci a 4Y �' I hereby certify that this building, as designed, is in co fiance Florida Statutes. with the Florida Energy C de. COb WE OWNER/A NT BUILDING OFFICIAL: DATE: / ' a DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with N1110.A.3. 4 ?• Yl�q �� •,7• �ue, e M1 R..'% tf c 4 P a 4. 11/11/2009 6:57 AM EnergyGauge® USA - FlaRes2008 Page 1 of 5 DOORS # Ornt Door Type Storms U-Value Area _ 1 2 S N Wood Wood None None 0.6 0.39 21 ft2 16.25 ft2 �. WINDOWS Orientation shown is the entered, asBuilt orientation. V # Omt Frame Panes NFRC U-Factor SHGC Storms Overhang Area Depth Separation Int Shade Screening 1 2 _ 3 4 5 N Metal N Metal E Metal S Metal W Metal Single (Tinted) No Single (Tinted) No Single (Tinted) No Single (Tinted) No Single (Tinted) No 1.3 0.64 N 1.3 0.64 N 1.3 0.64 N 1.3 0.64 N 1.3 0.64 N 39 11:2 1 ft 0 in 0It 6 in 15 ft2 1 it 0 in 0 it 6 in 20 11:2 1 ft 0 in 0 it 6 in 20 ft2 10 ft 0 in 0 It 6 in 6 ft2 1 ft 0 in 0 It 6 in HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 None None None None None INFILTRATION & VENTING V Method SLA CFM 50 ACH 50 ELA EgLA — Forced Ventilation — Run Time Supply CFM Exhaust CFM Fraction Fan Wafts Default 0.00036 1334 7.08 73.2 137.8 0 cfim 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft (invalid) COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER: 14 28 kBtu/hr cfm 0.7 sys#1 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts 1 Electric Heat Pump None HSPF: 8 26.4 kBtu/hr sys#1 HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.95 40 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 11/11/2009 6:57 AM EnergyGauge® USA - FlaRes2008 Page 3 of 5 DUCTS / — Supply — — Return — Air Percent ^ V # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF .1 Attic 6 57 ft' Attic 25 ft' Default Leakage Attic (Default) (Default) % �. TEMPERATURES Programabl�e((Thermostatt:( Y Ceiling Fans: HeatiDec Jan Feb ��((]] Mar [ ]] May �(XX Jul [[XX]] [[XX Sep [[�XXXjj] f�[�7X�(�]] Nov��(7�(((( ng (j (X� (X] E 1 Ape May Jx RI un (X� [X] Aug (X� Oct Nov � Dec Venting [R111111 Jan [X111111 Feb [Xl Mar lxl [X1 Jun [[�x111111 Jul [[7�011 Aug [[�R111111 Sep Rl lxl Lxl [X� Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (MIEN) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/11/2009 6:57 AM EnergyGauge® USA - FlaRes2008 Page 4 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. PORT ST. LUCIE, FL, 34983 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1197.30 ft' 3. Number of units, if multiple family 1 b. N/A R= ft' c. N/A R= ft' 4. Number of Bedrooms 2 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (W) 1413 a. Under Attic (Vented) R=30.0 1413.00 ft' 7. Windows" Description b. N/A Area R= ftz a. U-Factor: Sgi, default c. N/A 100.00 ft' R= ft' SHGC: Tinted, default 11. Ducts b. U-Factor; N/A ft2 a. Sup: Attic Ret: Attic AH: Attic Sup. R= 6, 57 ft' SHGC: - 12. Cooling systems ' c. U-Factor: N/A ft' a. Central Unit Cap: 28.0 kBtu/hr SHGC: SEER: 14 d. U-Factor: N/A ft' SHGC: 13. Heating systems e. U-Factor: NIA a. Electric Heat Pump ft' Cap: 26.4 kBtu/hr SHGC: HSPF:8 8. Floor Types 14. Hot water systems Insulation Area a. Slab -On -Grade Edge Insulation a. Electric R=0.0 1413.00 ft- Cap: 40 gallons b. NIA R= ft' EF: 0.95 c. N/A b. Conservation features R= ft' None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new PL Display Card will be completed based on installed Code compli atures. Builder Signature: Date: /!(y D� 6 Q Address of New Home: (o Jc- 3 / { Ci /FL Zi eras: 0. tY p �f-,& oe/ -L 3`tg5/ *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may quaiify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters: For information about Florida's Energy Efficiency Code for Building Construction, contact the Pepartment of Community Affairs at (850) 487-1824, **Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G .of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 11 - Job: �i- wri htsoft° Project Summary Date: Jul27,2009 9 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1 Sol SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com For: LAUREL -FRONT PORCH, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TO 28 OF Heating Summary Structure 17221 Btuh Ducts 2784 Btuh Central vent (25 cfm) 764 Btuh Humidification Btuh Piping 00 Btuh Equipment load 20769 Btuh Infiltration Method Simplified Construction quality Average Fireplaces Heatingg Coolingg Area (ft' 1413 1413 Volume ('ft3) 12417 12417 Air changes/hour 0.45 0.23 Equiv. AVF (cfm) 93 48 Heating Equipment Summary Make Goodman Mfg. AMANA DISTINCTIONS Trade Model GSZ130301A' ARI ref no. 1365654 Efficiency 8.2 HSPF Heating input Heating output26400 Btuh @ 47°F Temperature rise 25 OF Actual air flow 947 cfm Air flow factor 0.047 cfm/Btuh Ctatin nra_cqure 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 a /o Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 131154 Btuh DuctsBtuh Central vent (25 cfm) 409 Btuh Blower 0 Btuh Use manufacturer's data n Ratetswing multiplier 0.95 Equipment sensible load 20833. Btuh Latent Cooling Equipment Load Sizing Structure 2388 Btuh DuctsBtuh Central vent (25 cfm) 1037 Btuh Equipment latent load 4405 Btuh Equipment total load 2523E Btuh Req. total capacity at 0.70 SHR 2.5 ton Cooling Equipment Summary Make Goodman Mfg. Trade AMANA DISTINCTIONS Cond GSZ130301A' Coil ASPF183016A' ARI ref no. 1365654 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 14 SEER 19880 Btuh 8520 Btuh 28400 Btuh 947 cfm 0.044 cfm/Btuh 0 in H2O 0.83 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrrghts fv RlghlSulte® Universal 7.1.08 RSU05864 2009-Aug-12 06:59:06 / .t'. EAWnghtsoft HVAC1Wynne Corp\WYNNELAUREL-FRONT PORCH.MP Cale - MJ8 Orientallon - N Page 1 c a p A T � � m 3 (3 Z U J N LL d 0 d J U) R YZy ® � 4L d 0 � `aI `a= RW 0 Of 3 � m po 0o m 000mm �a 000000000g g>000�a �� q D' C L O m N m o00000000mm0000� Q N m n Fm t 2 m0 X mm o00000000�.-000�� e Ff 'a o m 29 � Q O 00000000000000(�`m,� � N � o 00 00o N v ^N 000�m CV m� m` $ 8 �� ' 000000aooao'ao�n N W O W xw 2, e Uo X r oa000000000�oo nt m -tp v a_ o m "E 00000moaooa�oo'N �mmmo� ommmrr�mN ! � x U ! m (yN O�NNNNmNNYlnrmm0 N � nu�'��mn�ronri�NN000 � V� C C C m m N N N y 3 3�� C• � NC OSS4 �p �mm O^^IOry �m�Om Om �m1Om Om 0pp �0 N nOn �q^qR�m L m� may+ {yNNNONO�ONNNOONO� O�OOO�O�OOO�OCOOOO U6 J A 1 9 } � ;p( ���!jj ;;ppjj � � n _ 0 l rpm VE��a�a 4YENw obi m mmmmOmci g �Em ¢ mmmv O �3LE� UcQo 4YmLmiO'p Q�Q��g6�N��m O M c8i vm E i E E 4 w m W ' ry;yy( O' fQ m 8gv88 I ���33 mn m JJCVJ w xwUmx F aY ULL p NmCN N m �}I wrightsoft Right-M Worksheet Entire House COMFORT CONTROL OF SLC, INC. Rc ohCnes 77an7R-vao Far 772ABS9144 Web: comfortoontrolofslo.com Job: Date: Jul 27, 2009 By: PATRICIA ZIMMERMAN 10u1 bt UILI MUR.�..-�.___..._.._. .._ MS CLOSET MS BDRM 1 Room name 0 ft 36.5 ft 2 Exposed wall 8.0 fthmVcocl 8.5 ft heat/cool 3 Ceiling height 7.0 x 9.0 1t 1.0 x 276.6 ft 4 Room dimensions 63.0 ft2 276.5 ft- 5 area Room ar Ty Construction U-value Or HTM Area (ft2) Load Area (M (ft) Load (Btuh) number (Btuh/f W) (Btutvft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Ccol Gross N/P1S Heat Cool 6 1?/ 13AB-Oocs 0.258 n 7.22 5.13 0 0 0 0 119 0 89 0 643 0 457 0 lL----GG 1A-rlomd 1.270 n 35.56 26.39 0 0 0 0 0 0 30 0 470 600 1D-c2ow 0.570 n 16.96 20.29 0 0 0 0 0 0 0 0 y),r 13AB-0ocs 0.258 a 7.22 5.13 0 0 0 0 0 0 0 0 0 11 L--G 1A-rlob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 13A8-00cs 0.258 s 7.22 5.13 0 0 0 0 0 0 0 0 1A-r1ob 1.080 s 30.24 23.54 0 0 0 0 0 0 0 D 11J0 0.600 s 16.80 17.40 0 0 0 0 0 0 0 0 0 w 13AB-0ocs 0.258 sw 7.22 5.13 0 0 0 0 0 191 191 1362 982 13AB-DOGS 0.258 w 7.22 5.13 0 0 0 0 0 0 0 0 t-G 1A-rtom 1.270 w 35.56 49.79 0 0 0 0 0 0 0 P 1213-0sw 0.097 - 272 1.57 0 0 0 0 0 0 0 0 0 P 128-0sw 0.097 - 2.72 1.57 0 0 0 0 0 0 i--D 11D0 0.390 n 10.92 11.31 1.68 0 63 0 63 0 56 106 277 277 248 465 C 168-30ad 0.032 0.049 - 0.90 0.48 0.25 63 63 30 le 277 277 132 70 F 190-19cscp - 3 183 6 c) AED excursion 86 119 2883 2768 Envelope loss/gain 741 203 12 a) Infiltrationp 0 0 b) Room ventilation 13 Internal gains: Occupants @ 230 04 0 0 0 0 0 0 Appliances @ 1200 0 86 119 36241 2968 Subtotal (lines 6 to 13) D 0 Less external load p p 0 0 Less transfer 0 0 0 0 Redistribution 86 119 3624 296E 14 Subtotal 22p% 30% 19 35 21% 22% 766 651 15 Duct loads 105 15j 4308 620 3159 Total room load 208 15s Air required (cfm) Printout certified by ACCA to meet all requirements of Manual J 8th Ed. f� .<sorr wvzu Right-Sude®Univemal 7.1.OB RSU05864 2009-Aug 12 06.56 45 GSA E:1Wdghtsoft HVAC\Wynne Corp\WVNNELAUREL-FRONT PORCH.rup Cale =MJB Orientation = N Page wrightsofC Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 'CRT ST i i ICIE F1 34981 Phone- 772-878-2799 Fas 772-785-9144 Web: comfortconlrolofsle.com Job: Date: Jul 27, 2009 By: PATRICIA ZIMMERMAN BATH 2 BDRM 2 1 Room name 5.5 ft 29.3 ft 2 Exposed wall 8.0 heaflcod It 8.0 ft 3 Ceiling height 8.5 x 5.5 ft ft 1.0 x 189.4 It 4 Room dimensions 46.8 ft' 189.4 ft 5 Room area Ty Construction U-value Or HTM Area (ft) Load Area (W) or (ft) Load (Btuh) number (Btuh/fl;°F) (BtuNft� ar pedmeter (ft) (Bluh) perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool g 1.0 -IL"�G 13Ag.00os 0.258 n 7.22 5.13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1A-rlomd 1.270 n 35.56 26.39 0 0 0 0 0 D 1Do2av 0.570 0.258 n 15.96 7.22 20.29 5.13 0 44 0 44 0 318 0 22fi 124 124 896 837 W 13AB-Oaa a 48.10 0 0 0 0 0 0 0 0 11 -G 1A-r1ob 1.080 a 30.24 0 0 0 0 72 52 376 267 13AB-0ots 0.258 s 7.22 5.13 0 0 0 20 20 605 471 1A-rlob 1.080 s 30.24 23.54 0 0 0 0 0 0 11J0 0.600 s 16.80 17.40 0 0 0 0 0 34 34 249 177 W 13AB-Dots 0.258 sw 7.22 5.13 0 0 0 0 4 4 29 21 W 13AB-oocs 0.258 w 7.22 5.13 0 0 0 0 0 0 0 0 LC 1A-r1om 1.270 w 35.56 49.79 0 0 0 0 0 0 0 0 P 12B-Osw 0.097 - 272 1.57 0 0 0 0 0 0 0 0 R 126.Osw 0.097 - 272 1.57 0 0 0 0 0 0 0 I--D 11D0 0.390 n 10.92 11.31 0 47 0 47 0 42 79 189 189 170 318 C 16B-3Dad 0.032 0.049 - - 0.90 0.48 1.68 0.25 47 47 22 12 189 189 90 48 F 19C-19cscp -e 56 6 c)AED excursion 382 309 2413 1994 Envelope loss/gain 1 510 153 12 a) Infiltration 0 0 0 0 b) Room ventilation 13 Internal gains: Occupants @ 230 0 0 0 0 0 0 0 Appliances @ 1200 0 487 338 2973 2147 Subtotal (lines 6 to 13) 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 487 338 2973 2147 14 Subtotal 22% 30% 108 101 22% 30% 657 639 15 Duct loads 595 M9 3630 2786 Total room load 172 123 Air required (cfm) Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 20o9-Aug12 07:01:34 /�•� y:%W woft HV esorr Right -Bode® AUREL-FRuniversal NT PORCH64 Pee 5 M.M\ E:\WrigMsoft HVAC\Wynne Corp\WYNNELAUREL-FRONT PORCH.mp Cale = MJB Orientation = N 9 ,-� Robb'ns F� iYl 1 % 0911- 0 15z4. 6,5-3 ( TeteSi RE: M10829 - Laurel 2 Front Porch Site Information: Customer Info: Wynne Building Corp. Project Name: Laurel II Front Porch Model: Laurel II Front Porch Lot/Block: Subdivision: Address: n/a City: Port St. Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 i Design Program: MiTck 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 37.0 psf This package includes 23 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. I Seal# Truss Name I Date 1 T3539976 JA 11/10/0918 IT3539993 JS3 11/10/09 2 T3539977 lAl 1 11/10/09 119 IT3539994 J85 1 11/10/09 3 T3539978 A2 11/10/09 20 T3539995 JS7 11/10,09 4 T36HW5 A3 11/10/09 121 IT3539996 KJ7 i IU10/09 5 T3539980 A4 11/10/09 22 T3539997 KJ8 11/10/09 6 T3539981 A5 11/10/09 23 T3539998 IKJS 11/10/09 7 IT3539982 GRA 11/10/09 ILE 8 T3539983 GRB 11,1010, 9 T3539984 J1 1171 N 10 T3539985 J2 11/10/09 11 T3539986 J3 11/10/09 12 IT3539987 J4 11/10/09 13 IT3539988 1,15 11/10/09 14 T3539989 J6 11/10/09 115 IT3539990 IJ7 111/10/091 (16 1T3539991 IJ8 �11/10/091 17 T3539992 IJS1 1ill 0/091 The truss drawing(s) referenced above have been prepared by Robbins Engineering, hie. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. Phone: DALLAS 6904 Parke East Boulevard Tampa, FL 33610-4115 813-972-1135 Fax 813-971-6117 www.robbinseng.com November 10,2009 VCICZFJoaquin 1 of 1 0-11 .i /v z d a TAMPA Joaquin Velez, FL Lic. 98182 Robbins Engineering 9664 Parke East Blvd Tampa, FL, 33610 Ft. Cert #5555 Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539976 M10829 A COMMON 11 1 Jab Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.140 s Oct 1 2009 M7ek Industries, Inc. Tue Nov 10 09:51:58 2009 Page G7-13 124.13 17-0-0 21-7J 2748 34-0.0 354p •(1-0.9 l I F l 1-0-0 6-7-13 54-7-3 4-7-3 S9-0 M03 Scale = 159.4 4.00 12 Axe M1120= 6 19 2x3 M112011 18 2x3 M112011 3.6 M11204 5 7 3x8 M1120C 3x4 MI120i 4 B 3x4 MII20� 3 9 2 70 11 d 16 20 21 13QeQ 17 15 14 12 3x8 M1120= 3x8 M1120= 4x8 M112g= 4x6 M1120= 2.3 M11201 3x8 MI120= 3x8 M112D= 2x3 M112011 6-743 124-13 21-73 94-3 34-0-0 fi-7-13 I 5.9-0 I 9-2-7 S9-0 { 6-7-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.50 14-15 >799 360 M1120 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.94 14-15 >424 240 BCLL 0.0 Rep Stress Incur NO WB 0.43 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 163 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc pudins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cress be ss bracing installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1463/03-0, 10=1463/0-8-0 Max Horz 2=-127(LC 6) Max Up1ift2=581(LC 3). 10=581(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3547/1419, 3-5=-3023/1160, 55=-3015/1250, 6-7=3015/1249, 7-9=3023/1160, 9-10=-3547/1420 BOT CHORD 2-17=1338/3293, 15-17=-1338/3293, 14-15--710/2188, 12-14=-1247/3293, 10-12=-1247/3293 WEBS 6-14=-452/1022, 7-14=-297/262, 9-14=-528/376, 6-15=-452/1022, 5-15=-297/263, 3-15=528/374 NOTES 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14H; Cat. 11; Fxp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4)' This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 Ib uplift at joint 2 and 681 Ito uplift at joint 10. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 161b up at 15-0-0, and 50 Ib down and 16Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 15=-54, 6-11=54, 2-20=-20, 20-21=-60, 10-21=-20 Joaquin Velez, FL Lic. #68182 Concentrated Loads (Ib) Robbins Engineering Vert: 18=-50(F) 19=50(F) 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 A WARTON6-Verify deslynparmor eters and READ NOTES ONTN1SAND 1=111RD WTIRKRIWERENCBPdOBBIIF7473 BEFORE O56 Design valid for use only with MOekor Robbins connectors. This design is based only upon parameters shown, and Is for an indviducl building component. ApplicabliN of design paromenters and properecorporalon of component responublity of building designer- not muss designer. Bracing shown Is forlaferal support of Individual web members only. Additional temporarybracing to Insure stoblityclunng construction 6 the respomiblllty of the erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding fobricefion. quality control. storage, delivery, erection and bracing. consult ANSI/TPIl Quality Criteria.DSO-89 and Ball Building Component 6904 Parke East Blvd. SolefylnformaBan ovolable from Truss Plate Institute.781 N. Lee Street.Suite 312, Alexandria. VA MIA. Tampa, FL W810 Symbols PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0T/16 I For 4 x 2 orientation, locate plates 0-1n6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Numbering System dimensions shown t fit -in -sixteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-9730 3 5 , ESR-3, 96 31, 667A 3, 96046, by text in the bracing section of the 9730, 95-43, 96-31., 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Eid- Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. U x U O F- © 2006 MiTekO All Rights Reserved ��:��Obb111S r Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with ire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539977 M10829 Al SPECIAL 5 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI: 34982 7.140 s Oct 12009 MTek Industries. Inc. Tue Nov 10 09:52:00 2009 Page (1-0-9 7.8-5 tOdO 1]-0-0 204-0 254-0 34-0-05-0-0 1 F 1 1-0-0 7-&5 2-9-11 6-6-0 3hO 5-0-0 8-6-0 1 scale = 1:60.3 4.00 F12 Sx8 M1120= 6 2x3 M112011 2x3 M1120 It 3x4 MI120­� 3x6 M1120 % ] 3x6 MI120C 2x3 M1120� 4 5 8 9 3 2 14 10 7xIO M1120= 15 1i n 01 16 0 3x10 M1120� 13 12 3x6 M1120� 5x10M1120= WMII2011 R.gO 12 10-6-0 20-4-0 25G-0 34-0-0 t0E-D 9-10-0 5-0-0 8-8-0 Plate Offsets X,Y : 2:0-3-11,0-13 10:0-3-14,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in goc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.66 13-14 >610 360 M1120 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL)-1.4513-14 >276 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.45 10 n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) Weight: 1531b LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-43 oc puffins. BOT CHORD 2 X 4 SYP M30 BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2 X 4 SYP No.3 *Except' MiTek recommends that Stabilizers and required cross bracing 6-14: 2 X 4 SYP M 30 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Its/size) 2=1350/0-8-0, 10=1348/0-8-0 Max Hom 2=-127(LC 6) Max Uplift2=-064(LC 3), 10=-664(LC 4) FORCES (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-5577/2394, 3-5=5240/2147, 5-6=-5244/2233, 6-7=-2438/1095, 7-9=-2499/1049, 9-10=3109/1311 BOT CHORD 2-14=-2278/5277, 13-14=-769/2184, 12-13=-1127/2870, 10-12=-1127/2870 WEBS 3-14=-298/318, 6-14=1398/3310, 6-13=-242/511, 9-13=-654/429, 9-12=01262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat..11; Fxp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Bearing at joint(s) 2 considers parallel to grain value using AN$IrFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 2 and 6641Is uplift at joint 10. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 A WARJUM-Ver*dmignpar nct amct:JWADMO7ffi OAr7HfSANDI=MBDMMKRWk3ZE CSPAGSffif-7473BEFORBLW.& Design valid for use only vnth Minsk or Robbins connectors. This design is based only upon parameters shown, and b for an individual building component. Applicability of design poramenters and proper incorporation of components responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Addtiond temporary bracing to insure stability duringconsiruction is the redonsibillity of the erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. Forgenerol guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Crlfeda,DSO.89 and Ball Building Component 6904 Parke East Blvd. Satefyldorma0on available from Truss Plane Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tempe, FL MID Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1n6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 "Width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ly/ 7 Indicated by symbol shown and/or �/ by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. +ice Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t scale ) (Drawings not to scale) 1 2 3 TOP CHORDS O 1Y O x U O JOINTS ARE GENERALLY NUMBERED/LERERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekO All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10-06 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T,1, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by AN51/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retcrdont, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ' Job russ Truss Type pty Ply laurel 2 Front Porch 7A2 T3539978 M10829 SPECIAL 1 , Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 Mill Industries, Inc. Tue Nov 10 09:52:01 2009 Page Tt 29 &,1-6 i5-0-0 19-0-0 z0.4-0 254-0 34-0-0 ' I !—R 4-0n 8-,1-s 6.0-,o av-0 ,a-0 s-0-o e-ao Inv Scale= 1:61A WO Mill 2.3 M112011 4.00 12 4x4 Mill 5 6 7 2x3 1,11120� 3x4 M1120� 3x6 M1120 3z6 MII20C 4 8 3 9 2 15 10 f1 Nj1 6xBM1120= 14 11 h 6 3x4 M1120— o We Mill 13 12 3x6 Mul 5x8 Mill 2x3 M112011 2.00 12 104i-0 15-0-0 204-0 254n 34-0-0 10-6-0 4-0-0 5-0-0 Snn &8-0 Plate Offsets X,Y : 2:0-4-4 Ed e , 5:0-5-0,0-2-010:03-14 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ii Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.57 2-15 >704 360 M1120 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Ven(TL) -1.23 2-15 >325 240 BCLL 0.0 Rep Stress Inch YES WB 0.85 Holl 0.41 10 Na n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 158 lb LUMBER BRACING TOP CHORD 2 X4 SYP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2 X 4 SYP No.3 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=130510-8-0, 10=1305/0-8-0 Max Horz 2=-114(LC 6) Max Uplift2=-678(LC 3), 10=-078(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-5226/2416, 4-5=-0901/2228, 5-6=-2461/1196, 6-7=-2275/1128, 7-8=-2326/1095, 8-10=-2983/1350 BOT CHORD 2-15=-2279/4953, 14-15=-1015/2517, 13-14=-821/2136, 12-13=1160/2749, 10-12=-1160/2749 WEBS 4-15=368/382, 5-15=-1190/2660,5-14=-419/246,6-14=-274/590,8-13=-705/422, 8-12=0/304 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp B; enclosed; MW FRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify opacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6781IS uplift at joint 2 and 6781IS uplift at joint 10. LOAD CASE(S) Standard Joaquin Velez, FL Lie. 968182 Robbins Engineering ' 6904 Parke East Blvd Tampa, FL, 33610 FL Ceit.#5555 November 10,200 A WARMNG-Verifydesignpmso..dREADNOIPSONIDISANDINCLUDEDIHISKRPFBRENCSPAGBMU-9473BffORB056 Design valid forum onlywith M9ek or Robbim connectors. Mis design is based only upon parameters shown. and is foran Individual bW ding component. Applicability of design pommenters and proper incorporation of component is responsibility of building designer -not fuss designer. Bracing shown is torlateml support ofindividual web members only. Addifonallemp mrybracingto hsurestoblitydudngconslructionbthemsponsibilifyof Me erector. Additional permanent bracing of Me overall structure is the responsibility, of the building designer. Forgeneml guidance regarding fabricator. quality control, storage, delivery. erection and bracing. consult ANSI/rPll every criteria, b$B.B9 and BCSll Building Component 6904 Parke Fast ell Safelylnformation available from Truss Plate Insttute.781N. Lee Steel, Suite 31Z Alezondda, VA 22314. Tampa,FLMS10 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-116' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate "Width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION [*N IMMA Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing &Bracing of Metal Plate Connected Wood Trusses. dimensions shown t ft-in-sixteenths (Drawings not to scale) 0 O M U 0- 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek(D All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10-06 Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPl 1 Quality Criteria. Jab Truss Truss Type Oty Ply Laurel 2 Front Porch T3539979 M10829 A3 SPECIAL 1 1 Job Reference (optional Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 M7ek Industries, Inc. Tue Nov 10 09:52:02 2009 Page rtr -0 B-i t-6 13-0-0 21-0-0 I 26-3-8 I 27W 35 1-0-0 &1145 4-0-10 8-00 53-] ]E-9 1-0-00 Scale = 1:61.4 Sx6 M1120= 5x6 M1120= 4.00 12 4 5 2x3 M1120� 3x4 MII20� 3 6 e11 7xB M1120= ]` ^ d o axle M1120= 10 9 34 M1120-- 5xl2 M1120= 2x3 M1120It 2.0012 t0E-0 13-0-0 20L-0 263-8 34-0-0 I l I 10-6-a 2-6-0 711 511-8 7-&9 Plate Offsets X.Y : 2:0-4-4 Ede 7:0-3-14 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deb Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.76 Vert(LL) 0.55 2-11 >730 360 MII20 249/190 TOOL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL)-1.1310-11 >355 240 BOLL 0.0 Rep Stress Incr YES WB 0.75 Hoa(TL) 0.41 7 Na Na BCDL 10.0 Code FBC2007ffP12002 (Matrix) Weight: 1461b LUMBER BRACING TOP CHORD 2 X4 SYP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc pur ins. 1.4:2 X4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2X4SYPM30 WEBS 1 Row at midpt 4-10 WEBS 2 X4 SYP No.3 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS (lb/size) 2=1305/0-e-0, 7=1305/0-8-0 Max Horz 2=-101(LC 6) Max Uplifl2=-090(LC 3), 7=-690(LC 4) FORCES (to) - Max Comp./Max. Ten. -All forces 250 (I c) or less except when shown. TOP CHORD 23=-5291/2462, 3-4=4993/2313, 4-5=-229911152, 5-6=-2405/1160, 6-7=-303111407 BOT CHORD 2-11=-2318/5003, 10-11=-1394/3177, 9-10=-1224/2798, 7-9=-1224/2798 WEBS 3-11=282/339, 4-11=-1000/2346, 4-10=-1025/523, 5-10=-81/454, 6-10=-6181400, 6-9=0/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=149; Cat. II; Exp B; enclosed; MW FRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 690 lb uplift at joint 2 and 690 lb uplift at joint 7. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 n WARNING - Verify designpmmndoa mrd RBED NOTES ON77ESAND INCLUDED M1131CR8PSR@IDBPAOBffi1-7473 BEFORE OSB Design valid for use only with W ek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramentem and proper Incorporation of component B respomibilly of building designer - not truss designer. Bracing shown k for lateral support of individual web members only. AddiBonol temporarybrocmg to insure sfab0lty, during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the respor sibuly of the buJGng designer. Per general guidance regarding fabricalion, Walily control, storage, delivery, erection and bracing, consult ANSI(1PIt Quality Crltedo, DSB-89 and Ball Building Component 6M Parke Eest Blvd. Safety lntorm Lion available from Truss Plate lnstitute.781 N. Lee Streel,Suife 312. AIeXands1a, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION _T 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T/lbr I For 4 x 2 orientation, locate plates 0-'r16' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel To slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by Text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensionsshowntft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 O U U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved b0 Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture, in accordance with ANSIAPI 1 Quality Criteria. ' Job Truss Truss Type Ply Laurel 2 Front Porch T353998D M10829 A4 SPECIAL �Qty 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries. Inc. Tue Nov 10 09:52:03 2009 page r11-001I5-04 1-0-0 20-0-0 0 61-2Vo &16 AI2312 1 Scale = 161.4 5x6 MI120= 2x3 MII2011 6x10 M1120� 3x4 M1120= 4.00 12 2x3 101120Q 4 5 6 7 2x3 MII20 i 3 6 2 13 9 10 Io 7x8 M1120= 3x10 101120= 12 11 axe 101120� 2.00 12 Sx12. M1120= 3x4 M1120= 104i-0 20-0-0 23-0-0 34-0-0 I 10-6-0 0-10-0 2-a-0 11U-0 Plate Offsets X Y : 2:0-",Ed e , 7:0-5-0 0-2-09:03-14 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.75 Vert(LL) 0.57 13 >699 360 M1120 249/190 TOOL 7.0 Lumber Increase 1.25 BC 0.96 Ved(TL) -1.21 12-13 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.42 9 n1a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight 151 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. 1 -4: 2 X4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 SYP M 30 MTek recommends that Stabilizers and required cross bracing be WEBS 2 X 4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1305/0-8-0. 9=1305/0-8-0 Max Horz2=38(LC 6) Max Uplift2=-701(LC 3), 9=-701(LC 4) FORCES (Ib) - vex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=5325/2533, 3-0=4988/2349, 4-5=-4315/2047, 5-6=-2690/1346, 6-7=-2690/1346, 7-8=-2623/1277, 8-9=-2960/1453 BOT CHORD 2-13=-2378/5036, 12-13=-1627/3550, 11-12=-1008/2454, 9-11 =-1 267/2750 WEBS 3-13=-355/389,4-13=-717/1549, 5-13=-317/916,5-12=-1023/569,7-12=-272/505, 7-11 =-1 87/432, 8-11=-402/348 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsh h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSL TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 701 lb uplift at joint 2 and 701 lb uplift at joint 9. LOAD CASE(S) Standard Joaquin Velez, FL Lie. #68182 Robbins Engineering ' 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 n WARMNG-Vefydeignp.daa.dR66DNOT ONTMSAMTNCLEIDEDPUMKRBPlg78NCSPAag=-747313EFOR8I/&a Design valid for use only with MBek or Robbins connectors. fins design is based only upon parameters shown, and Is for an Individual building component. Applicabllity of design paromenters and proper incorporation of component isresponsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporarybrecing to Insure stability during construction is the resporsollity of the �1w erector. Additional permanent bracing of the overall structure b the respomibdity of the budding designer. For general guidance regaang fabrication, quality control. garage. delivery. erection and bracing. consult ANSI/Ml Quality Cdteda,OSB-89 and Ball Building Component B90; Parka Bast Blvd. Safety Information available from Two Plate Institute. ]81N. Lee Street. Suite 312 A1exondna. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION a/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0Tr I For 4 x 2 orientation, locate plates 0-1na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown arid/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown tscal e) (Drawings not }o scale) 1 2 3 TOP CHORDS 0 Y O U U O f- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekO All Rights Reserved ! _"VVMNI);I�o; ti> Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539987 M10829 AS SPECIAL 1 1 Job Reference o t Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 Mires:s: Industries, Inc. Tue Nov 70 09:52:05 2009 Page 20-0-0 rt 11-10b i6-1-0 254)-0 34-0-0 I 1 r� '11-0 9-0-0 2-10-8 4.2-12 4-2-12 4E-0 9-0-0 1-0-0 Scale=161.4 5x8 M1120= 7xi0 MIIIBH� 4.00 12 3x4 MII20= 3x5 MII20= 2.3 MII201 3 4 5 6 7 m1 2 13 12 e g 7x8M1118H= low 3x10 10II20= 7x8 M1118H= 11 t0 3x6 101120� Sx12 M1120= 2x3 M112011 2.00 12 9-1-8 11-10.8 20A-0 25-0-0 34-00 l 1 I 1 &141 2-9-0 8_ 8 Plate Offsets X,Y: 2:0-4-4,Ed e, 3:0-0-0,0-2-3, 7:0-5-0,0-2-0 8:0-3-14,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdef1. L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 _ Vert i-L) 0.73 11-12 >551 360 M1120 2491190 TCDL TO Lumber Increase 125 BC 0.95 Ved(TL)-1.4511-12 >277 240 M1118H 195/188 BCLL 0.0 Rep Stress Incr YES WB 0.71 HOrz(TL) OA7 8 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 1441b LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 -Except! TOP CHORD Structural wood sheathing directly applied or 2.2-1 oc purlins. 1-3: 2 X 4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X4 SYP M 30 MiTek recommends that Stabilizers and required cross bracng WEBS 2 X4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lls/size) 2=1305l05-0, 8=1305/0.8-0 Max Horz 2=-76(LC 6) Max Uplift2=709(LC 3). 8=-709(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 ills) or less except when shown. TOP CHORD 2-3=5341/2562, 3A=-5064/2521, 45=-5661/2731, 5-6=-3252/1627, 6-7=-3253/1627, 7-8=-2965/1435 BOT CHORD 2-13=-239515047, 12-13=-2597/5632, 11-12=-2120/4453, 10-11=-1240/2740, 8-10=-1240/2732 WEBS 3-13=-519/1328,4-13=-960/361,4-12=-1261369,5-12=-554/1367,5-11=-1378/749, 7-11=-340/816, 7-10=01280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psh, BCDL=3.Opsf; h=14ft; Cat. 11; Exp B; enclosed; MWFRS (lowHise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Muss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2 and 709 lb uplift at joint 8. LOAD CASE(S) Standard Joaquin Velez, FL Lic.#68182 Robbins Engineering 6904 Parke East BNd Tampa, FL, 33610 FL Cert.#5555 November 10,200 AWARAffM-Verifyd.1gnpmmrrclenandRE9DNOMOMIWSANDfNCLMMMTP- REWkRENCEPADBMf-Y423188VORSUSB Design valid for use only with MiTek or Robbins connectors. This design is based on y upon parameters shown, and B for on individual building component. Applicability of design paramenters and properincorporation of component8 responsibility of building designer -not Muss designer. Bracing shown a for lateral support of individual web members orly. Additional temporerybracing to insure stability during comkuction k the reslaonsibillily of the erector. Additional permanent bracing of the overall structure is Me responsibility of the building designer. For general guidance regarding fobdco6on, quality control, storage, delivery, erection and bracing. comull ANSI/TPII Quality Croatia,DSB-8P and Ball Bunding Component 6984 Perko East Blvd. SafetylNormaBon available from Tests Plate lnstiNte,781N. Lee Street, Suite 312. Alexgndda. VAT22314. Tampa, FL N610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T/16r I For 4 x 2 orientation, locate plates 0-'nd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in The bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Buildiryg Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t t ft-in-sixteenths (Drawings not to scale( in 04 O C) a O JOINTS ARE GENERALLY NUMBERED/LEITERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 0 O x 0- O © 2006 MiTek@ All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSON 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, odentation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ' Job Truss Truss Type Cry Ply Laurel Front Porch T3539982 M10829 GRA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc.. Fort Pierce FI. 34982 7.140 s Oct 12009 MTek Industries, Inc. Tue Nov 10 09:52:07 2009 Page .. 0 4A-14 13.3-0 17-0-0 18-6-0 2&2-11 29-]-2 34-0-0 i 1 1 r--1 1-0-0 4A-14 8.10.2 3-9-0 N-0 3811 ]A4 44-14 1-0-0 (+) Top chord must be braced by end Scale = 1:62.6 jacks or properly connected purlins as shown. 4D012 axe MII20= (+) ]x8 MII20= 9 42 12 43 15 3x5 MII20= MII20= 41 44 5x12 3x6 M1120% ] 4zB — 1] 45 3x6 M5X12 40 5x12 M11205 4 39 6 x6 MII2 c - 20 4622 3 14 19 23 4] j 11 II 38 uh 2q 25 1 2 P. f'I. d o 31 3x5 M1120� 32 30 3629 37 28 27 26 3x4 M1120� 3z6 M1120= 6x1D M1120= 7z8 M1120= 3x5 M1120= 3x6 MII2011 3.6 M112011 3x6 M1120= This truss is NOT symmetric. Proper orientation is essential. 13-3-0 18-04) 222111 34-0-0 1 1 { 13-3-0 5.3-0 N 11-9-5 Plate Offsets X Y : 2:0-3-14,0-13 14:0-3-8 0-2-023:05-4,0-1-12 , 24:0-3-14 0-1 29:0-3-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Ved(LL) 0.14 232 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.30 232 >721 240 BCLL 0.0 Rep Stress lncr NO WB 0.97 Horz(fL) 0.04 24 Na Na BCDL 10.0 Code FBC20071TPI2002 (Matrix) Weight: 197 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. Except: BOTCHORD 2X4SYPM30 1Row at midpt 3-10 WEBS 2 X4 SYP No.3 •Except• BOT CHORD Rigid ceiling directly applied or 45-10 oc bracing. 14-30: 2 X 4 SYP M 30 JOINTS 1 Brace at Ala): 14, 10, 18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1124/0-e-0, 29=4602/03-0, 24=710/0-8-0' Max Horz 2=127(LC 5) Max Uplifl2=-648(LC 3), 29=-2225(LC 3), 24=-456(LC 6) Max Grev2=1124(LC 1), 29=4602(LC 1). 24=739(LC 8) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 23=-2495/1273, 3-0=-138/404, 6-7=-136/448, 7-9=31/410, 9-12=-94/456, 12-15=-64/409, 15A7=-147/498, 17-20=-155/452,20-23=-190/449,23-24=-1334/697, 3-5=-1240/674, 53=-1243/677,8-10=-1246/680,10-13=-12461680,13-14=1246/680,14-16=-1036/2122, 16-18=-1036/2122,18-19=-1036/2122 BOT CHORD 232=-1220/2293, 30-32=-1176/2150, 2930=-250311309, 28-29=-400/251, 26-28=506/1056, 24-26=551/1198 WEBS 3-32=32211078, 23-26=-332/1049, 330=-1451/812, 830=-784/566, 1430=-1924/3788, 14-29=-2793/1509,23-28=-1809/938,12-13=-424/222, 7-8=520/386, 15-16=-591/385, 20-21 =-282/233, 19-28=-535/1264, 19-29=-2598/1347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 M1120 unless otherwise indicated. 5) This truss has been designed fora 10.0 par bottom chord live load noncencument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 648lb uplift at joint 2, 2225lb uplift at joint 29 Joaquin Velez, FL Lic. #68182 and 456 lb uplift at joint 24. Robbins Engineering 8) Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 Continued on page 2 0WARN1WG-V.1%rdesl9aPm .msd READ NOTES ON71ESAND INCLUDEDMn7NREFERWlCEPAGEND-7473 BEFORE USE. Design valid for use only with M6ek or Robbins connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design posamenters and properincomorotion at component c responsibuty of building designer. not truss designer. Brol shown Is for lateral suppod of individual web members only. Addiffonal temporary bracing to insure stability Curing construction 8 the responseullity of the *fr'x"r'f• erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. Forgeneml guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/rill Quality Criteria, DSO.89 and Ball Building Component 6904 Parke Fast Blvd. Soletylotornallon available from Truss Plate Institute.781 N. Lee Street -Suite 312. Nexandrla.VA72314. Tampa,Ft33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y �4-1offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0T/1d, I [J�For;4 x 2 orientation, locate plaes 0-1r19' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION +ij Indicated by symbol shown and/or by Text in The bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 6-4-8 dimensionsshown t scale) I(Drawings not to scale) I 2 3 TOP CHORDS ❑ 0 O U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ER-5243,9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek8 All Rights Reserved Robbins Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane of joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. I B. Use of green or treated lumber may pose unacceptable environmental, health or performance asks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ' HIP 7.140 s Oct 1 2009 M7ek Industries, Inc. NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1721b down and 169 Ile up at 8-0-0, 225 Ile down and 154 Ile up at 10-0-12, 225 lb down and 154 Ile up at 12-0-12, 225 Ib down and 154 Ile up at 14-0-12, 225 Ile down and 154 Ile up at 16-0-12. 225 Ile down and 154 Ib up at 17-114, 225 lb down and 154 Ito up at 19-11-4, 225 Ito down and 154 Ib up at 21-11-4. and 2251b down and 154 Ile up at 23-11-4, and 172 lb down and 1691b up at 25-114 on top chord, and 820 Ito down and 3,471b up at 8-0-0, 110 Ib down at 10-0-12, 1101b down at 12-0-12, 110 Ib down at 14-0-12, 110 Ib down at 16-0-12, 110 Ile down at 17-11.4, 110 Ib down at 19-11-4, 110 Ib down at 21-114and ll0Ib down al 23-11-4, and 82011bdown and 347Ib up at 25-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-24=-20, 1-3=54, 3.12=54, 12-23=-54, 23-25=-54 Concentrated Loads (Ib) Vert'31=-55(F) 32--820(F) 26=520(F) 28=55(F) 27=55(F) 33=-55(F) 34=-55(F) 35=-55(F) 36=-55(F) 37=55(F) 38=-132(F) 39=-185(F) 40=-185(F) 41=-185(F) 42=-185(F)43=-185(F)44=-185(F)45=185(F)46=185(F)47=-132(F) WARNING -Verify dRWAD MnM ON7SISAND sonly. Additional overall structure is Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10.2C 31119120=PAGSLDF7473 BEFORE EMS. and is for an individual building component, s ler- not truss designer. Bracing shown onshuction is the responsibillity of the reckon and bracing, consult ANSI/TPll Quality Oltedo, DS9-89 and Ball Building Component 6904 Parka East 61vtl. nfiNte.781 N. Lee Street. Suite 312 Alexandna. VA 72314. _ Symbols PLATE LOCATION AND ORIENTATION T 3/4 Center plate on joint unless x, y -01 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-I/16r For 4 x 2 orientation, locate plates 0-1u" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide'to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown t ft-in-sixteenths II' -II (Drawings not }o scale) O 04 0 2 U O 1- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTeloa All Rights Reserved 93AQoaDOD H i Robbins Engineering Reference Sheet: RE-10.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or x-bracing; is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539983 M10829 GRB SPECIAL 1 3 Job Reference (optional) Chambers Truss Inc., Fart Pierce Ft. 34982 7.140 s Oct 1 2009 Mrrek Industries, Inc. Tue Nov 10 09:52:102009 Page • 1-0-q 3-0-0 7-0-0 10<-017-00 20<-0 2380 27-0-0 34-0-0 5-0 1-0-0 36-0 1 3-6-0 3J-0 3 TI 3d-0 3-0-0 331 3-4-0 F— 7-0-0 , (+) Bottom chord extension is Scale = 1:61.6 designed to support only 2'-0" of ' uniform ceiling dead load at 10 PSF. Provide support at end of member. 3x4. M1120= 3x4 M1120= 6x10 MI120i 5x10 141120� d 00 12 3x4 M1120= 46 101120= 2x3 M112011 3x10 M1120= 3 22 4 23 245 6 7 25 8 26 279 2B 10 jjIIIII 2 16 11 12 T 21 20 29 19 30 3118 32 17 33 �+ I��^ 5x6141120= 3x5M1120= 3x4M1120= 3x4 M1120= 37 3x8 101120= 38 13 d 3x5 M1120= is 34 3514 36 403 12 as M112011 2 00 12 7x14 MIIiBH= 4xl2 M1120= 3-7-B 7-0-8 10-0-0 3b-0 137-020<-0 23A-0 -0-0-0 2374 37 4-00.-09 I I 3-93 3-0 344? 34-0 Plate Offsets XY : 3:05-0,0-2-06:03-0Ed a 9:0-3-8.0-1-8 , 10:0-5-0,0-2-0 LOADING(psf) SPACING 2-M CSI FL in (Inn) IlHpfl I tH PLATES GRIP Vert(LL) 1.11 17-18 >362 360 TCLL 20.0 Plates Increase 1.25 TO 0.52 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(IL) -1.88 17-18 >213 180 M1118H 195/188 BOLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.54 11 Na Na BCDL 10.0 Code FBC20071TP12002 (Matrix) Weight: 459 to LUMBER BRACING TOP CHORD 2 X4 SYP M 30 TOP CHORD Structure] wood sheathing directly applied or 6-" cc pur ins. BOT CHORD 2 X 4 SYP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 93-14 or; bracing. 16-20: 2 X 4 SYP M 31 WEBS 2 X 4 SYP No.3*Except* 9-16: 2 X 4 SYP M 30 REACTIONS (lb/size) 2=2594/03-0, 11=2610/03-0 Max Holz 2=63(LC 6) Max Uplift2=-1452(LC 3). l l=-1443(LC 4) FORCES Qld) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-12238/6528, 3-0=-15469/8334, 45=-17459/9372, 5-7=-18265/9747, 73=-17424/9196, 8-9=-17424/9196,9-10=-8513/4521, 10-11=-6930/3661 BOT CHORD 2-21=-0172/11604, 20-21=-6146/11569, 19-20=-6206/11698, 18-19=-8233/15469, 17-18=-9272/17459,16-17=-9646/18265,13-14=3363/6507,11-13=3354/6477, 14-16=-4592/8961 WEBS 3-21=-1074/2305,4-19=-1162/722,4-18=-1151/2174,5-18=-679/485, 5-17=-448/937, 7-16=-972/593,9-16=-5038/9518,9-14=-3811/2156,10-14=-1276/2554,10-13=-152/536, 3-19=2239/4207 NOTES 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 4 -1 now at 0-9-0 cc. Webs connected as follows: 2 X 4 - 2 rows at 0-5-0 cc. Except member 4-19 2 X 4 - i row at 0-9-0 cc. member 18-4 2 X 4 -1 row at 0-9-0 cc, member 5-18 2 X 4 - 1 row at 0-9-0 cc, member 17-5 2 X 4 -1 now at 0-9-0 cc, member 7-17 2 X 4 - 1 row at 0-9-0 cc, member 16-7 2 X 4 -1 now at 0-9-0 cc, member 16-9 2 X 4 -1 row at 0-9-0 cc, member 9-14 2 X 4 -1 row at 0-9-0 cc, member 14-10 2 X 4 -1 row at 0-9-0 cc, member 13-10 2 X 4 -1 row at 0-9-0 cc, member 16-8 2 X 4 - 1 row at 0-9-0 cc, member 193 2 X 4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except it noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cal. 11; Fxp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 Joaquin Velez, FL Lic. #68182 5) Provide adequate drainage to prevent water ponding. Robbins Engineering 6) A8 plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load monconcurent with any other live loads. 6904 Parke East Blvd 8)' This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit Tampa, FL, 33610 between the bottom chord and any other members. FL Cert.#5555 9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of November 10,200 Q WARNING -Verify deign Pmmnet. and RS8D NOTES ON277SAND INCLUDED JV=PRFSR3NCBPAGBDSF2'473 BEFORE USIL Design valid for use onlywith Miiek or Robbins connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabllityof design paramenters and proper Incorporation of component is responsibility of building designer- not into designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction m the responsibility of the erector. Additional Permanent bracing of Me overall structure is Me responsibility of Me binding designer. Far general guldance regarding labncolion, quality cannot, storage. delivery, erection and bracing, consult ANSIITP11 Gvaaly Glfeda, DS11-89 and BCSl1 Bullding Component 6904 Parka Ferri Blvd. SafetylafonnoNon available from truss Plate Institute.781 N. Lee Street. Suite= Alexandria. VA 22314. Tampa, FL M610 Symbols PLATE LOCATION AND ORIENTATION 13 /4 Center plate on joint unless x, y offsets are indicated. lFi Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16, For 4 x 2 orientation, locate plates 0-146' from outside edge of truss. This symbol indicates the required directl6n of slots in connector plates. "Plate location details available in Mill 20/20 software or upon request. PLATE SIZE The first dimension is the plate "Width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by Text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal - Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 'widimensions shown t fT-in-sixteenths III (Drangs not to scale( 2 TOP CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekO All Rights Reserved Robbins Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI I. S. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. CA KEMoRA NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14521b uplift at joint 2 and 14431b uplift at joint 11. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)141 lb down and 1751b up at 7-0-0, 1151b down and 1301b up at 9-0-12. 115 Ito down and 130 Its up at 11-0-12, 115 to down and 1301b up at 13-0-12, 1151b down and 130lb up at 15-0-12, 1151b down and 130 Its up at 17-0-12, 1151b down and 130 Its up at 18-114, 115 lb down and 1281b up at 20-11-4, 115 Its down and 1281b up at 22-11-4, and 1151b down and 1281b up at 24-11-4. and 105 lb down and 147lb up at 27-M on top chord, and 406 lb down and 171 lb up at 74-8, 90 lb down at 9-0-12, 90 to down at 11-0-12, 90 Ib down at 13-0-12, 90 Its down at 15-0-12, 90 lb down at 17-0-12 , 90 lb down at 18-114, 90 lb down at 20-114, 90 lb down at 22-114, and 90 1b down at 24-11-4. and 437 lb down and 196 lb up at 26-11-4 on bottom chord. The design/selection of such connection devica(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert 1-3=-54, 3-10=-54, 10-12=-54,2-20=-20,96-20=-20, 14-15=-20, 11-14=-20, 14-16=-20 Concentrated Loads (lb) Vert: 3=-141(B) 6=-115(13) 10=-105(B) 21=-406(B) 17=45(B) 7=-115(B) 13=437(B) 22=-115(B) 23=-115(B) 24=115(B) 25=115(B) 26=-115(B) 27=-115(B) 28=115(B) 29=45(B) 30=-45(B) 31=-45(B) 32=45(B) 33=-45(B) 34=45(B) 35=45(B) 36=45(B) WARMW-➢e bdeignpwvvnetvva andPBAD N07W ONTWSBAN San valid for use cnlvwith M7ek or Robbins connectors. Phis devan 6 based only L Addfional BSPORB USE. Joaquin Velez, FL Lie. #63182 Robbins Engineering 6904 Parke fast Blvd Tampa, FL, 33610 FL Ceft.#5555 November 10,20 L4�1M75Tab), IF emcfor. Qi M Blvd. Symbols PLATE LOCATION AND ORIENTATION 13 /4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/id, For 4 x 2 orientation, locate plates 0-14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate `Width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide fo Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown t ft-in-sixteenths IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekOe All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10.06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this fuss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI1 Quality Criteria. Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539984 M10829 11 MONO TRUSS 2 7 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Toe Nov 10 09:52:11 2009 Page 1 Scale = 1:6.2 3 4.00 12 2 1 4 Refer to MiTek "TOE -NAIL" Detail for connection to 3x4 M1120= supporting carrier truss (typ all applicable jacks on this job) 00 ,ou ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (toe) /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vertil 0.00 2 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007rTP12002 (Mahl Weight: 51b LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=125/0-M, 2=125/04W, 4=1/Mechanical Max Horc2=55(LC 3) Max Up1ift2=-153(LC 3) Max Grav2=125(LC 1). 2=125(LC 1), 4=16(LC 2) FORCES (I s) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This Truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1531la uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 AWARWNG-7er/jUd q. pat t. and RELD MISS ON 7WB AND INCLUDED t11IMECREPMUMCS PAGB MU-7473 BEPORB US8 Design valid for use only with Ml or Robbins connectors. ThB design 4 based only upon parameters shown, and is far an individual building component. Applicability of design poomenters and proper incoryorotion of component is responsibility of building designer - not truss designee Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablity during conshudion is Me responsibillity of the erector. Addronal permanent bracing of the overall structure is the respondblity of the building designer. For general guidance regarding fabrication, quality control, storage, deliver , erection and bracing, consult ANSLTPll Quality Cdtedp, DSB-89 and Ball Building Component 69M Pads Fast Blvd. SafelylMormation avoloble from Truss Plate lmtil 781 N. Lee Street. Suite 312 Alexandria. VA M14. Tampa, FL=to Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/I6/Ibr I �Fa,rj4 x 2 orientation, locate pes 0-'he' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, • Guide go Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown t f}-in-sixteenths (III (Drawings not to scale) O x U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 o! O x U O 1— © 2006 MiTek8 All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10.06 ® General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSL 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered.. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Cry Ply Laurel Front Porch T3539985 M10829 J2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Nov 10 09:52:11 2009 Page 1 -0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.9 3 4.00 12 2 1 0 4 3x4 M1120= 2-0-0 2-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(ILL) -0.00 2 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 SC 0.06 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(TL) -0.00 3 Na Na BCDL 10.0 Code FBC2007fTP12002 (Matrix) Weight: 81b LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc puffins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing be rMTek installed during truss election, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=144/0-8-0, 4=19/Mechanical, 3=35/Mechanical Max Horz 2=61(LC 3) Max Uplift2=-132(LC 3). 3=-27(LC 4) Max Grav2=144(LC 1), 4=38(LC 2), 3=35(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 132lb uplift at joint 2 and 27lb uplift at joint 3. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cer05555 November 10,200 A WARMNG-VeriJj/dealgnpmwnetm and PEdDArD=ON7711SAIVDLNUEMEDffiI8KP"EP3N PAGEM l-7473 BFORSUS& Design valid forum onlywith MOek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. r Applicability of design poiomente s and Proper Incorporation of components responsibility of budding designer -not truss designer. Bracing shown 6lorloteral support of Individual web members only. Addtiancltemporcrybracingtoimurestabllitydudngcomhuctianu MeresWo bdlityofihe =�' ;:.�, 6w erector Addifional permanent bracing of Me overall structure Is the responsibility of the building designer. Forgeneral guidance regarding fabrication, quality control.storage, delivery. erection and bracing. consult ANSI/VD Quality CAedo, DSB.89 and BCSIl Buflding Component 6e04 Parke East Blvd. Safelybdomallon ovadablefrom TrussPlalemstitute,78lN. Lee Sneet.Suile 312. Nexondrlc, VAM314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'n6' from outside edge of truss. Numbering System 6-4-8 dimensions shown in scale) I sl (Drawings not }o scale) ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. BU I I UM UttUKUJ 6. Place plates on each face of truss at each This symbol Indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required dlrecl n of slots In locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCS11: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LErrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 @ 2006 MiTek@ All Rights Reserved �7@ DO7L�'� Robbins Engineering Reference Sheet: RE- 10-10-06 8. Unless otherwise noted, moisture content of lumber shall not exceed 197.at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft..spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, wards and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. MONO TRUSS Scale = 3.4 MII20= LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2007/TPI2002 Cat TO 0.21 BC 0.11 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.00 (loc) Ildeft Ud 2-0 >999 360 24 >999 240 3 n/a n/a PLATES GRIP M1120 249/190 Weight: ii Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in _accordance with Stabilizer Installation guide. REACTIONS Qb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz2=76(LC 3) Max Uplift3=38(LC 4), 2=-163(LC 3) Max Gmv3=49(LC 1), 2=184(LC 1), 4=50(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38lb uplift at joint 3 and 163 lb uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10.20 A WARNING-Varj&deignpar=wto and RBBDNOTESONTEISANDLWLNOBD297EKiWMENCBPAGREHI-747a BBPORBEG& Design valid foruse onlywith M7ek or Robbins connectors. This design Is based only upon parameters shown, and is for an individual Wilding component. Applicability of design paromenters and properincorporotlon of components responsibility of building designer -not truss designer. Bracing shown Is for loterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibirity of the erector. Addlional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage,delivery, erection and bracing, consul ANSI/TPII Quality Crierta,DSB-89 and Ball Building Component 69M Parke East Blvd. Safely Informal available from➢en, Plate Institute,781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33810 Symbols PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y r4-1offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T/16r I For 4 x 2 orientation, locate plates 0-'h6• from outside edge of truss. This symbol indicates the required direction ofslots in connector plates. "Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 dimensionsshown tscale ) (Drawings not to scale) O O U U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved Robbins Engineering Reference Sheet: RE-10.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear fightly against each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or punins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. • Job Truss Truss Type Cry Ply Laurel 2 Front Porch T3539987 M10829 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 T140 s Oct 1 2009 MTek Industries, Inc.. Tue Nov 10 09:52:12 2009 Page 1 4- 1-0O 4-0-0 I Scale = 1:11.2 3 4.00 12 2 of 1 3x4 M1120= 4 4-0 4-0 LOADING (psf) SPACING 2-M CSI DEFL in (too) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 2-0 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a Na BCDL 10.0 Code FBC20071TPI2002 (Matrix) Weight: 14lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. recommends that Stabilizers and required cross bracing be rMiTek installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS (lb/size) 3=81/Mechanical, 2=216/0-8-0, 4=35/Mechanical Max Horz2=93(LC 3) . Max Uplift3=-70(LC 3), 2=-171(LC 3) Max Grav3=81(LC 1), 2=216(LC 1), 4=70(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MW FRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 par bottom chord live load noncancurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Ops( on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 701b uplift at joint 3 and 171 Its uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lim. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 A WARMAIG-Ycryg d.9y. pavmndm mrdRBBD NDnS ONIWSAND LN VDBD D47SNRSFZ3ZEN=PdO1?bIIf-7473 BSPOPB USS, Design valid foruse onlywith Mnekor Robbins connectors. This design is based onlyupon parameters shown, and is foran individual building component ApplicabJiy, of design consmenters and properincorpamtion of component Is reapon lla iy of Willing designer -not truss designer. Bracing shown Is la lateral support of individual web members only. Additional temporary bracing M insure Stability during construction is the respons billly of the erector. Additional permanent tracing of the overall structure is lie ressalmory of the building designer. Fargeneral guidance regarcing fabrication. quality central, storage. delivery, erection and bracing. comult ANSI/rill Quality Cdfedo.DSO.89 and Ball Building Component 6904 Parke East Blvd. Saleylidomra8on available from Truss Plate lnstitute,781N. Lee Street, Suite 31ZNexancirlo, VA22314. Tompa,FL33610 Symbols PLATE LOCATION AND ORIENTATION 37, Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/1 br For 4 x 2 orientation, locate plates 0-Vii6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 `,width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T,.I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-$ I dimensions shown t f scale) I (Drawings not to scale) 2 3 TOP CHORDS O x U O r JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 0 04 O x U O t- © 2006 MiTekO All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracingshould be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. TRUSS iGE0 3x4 M1120= Scale= LOADING TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007/TP12002 CSI TC 0.37 BC 0.34 WB 0.Do (Matrix) DEFL in Ved(LL) -0.03 Vert(TL) -0.06 Her k)) -0.00 (loc) /dell Ud 2-0 >999 360 2-0 >866 240 3 n/a n/a PLATES GRIP M1120 249/190 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No-3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 3=111/Mechanical, 2=250/0-e-0. 4=451Mechanical Max Horz 2=111(LC 3) Max Uplift3=-99(1_C 3), 2=-183(LC 3) Max Gmv3=111(LC 1), 2=250(LC 1), 4=90(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99lb uplift at joint 3 and 183lb uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lie. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 1O.2C AWARMAIG-Verifydafynparmrset r .dRBAD NOTES OAT7MSuWDLNCLUD5D ffi78(CREFERBNDBPAGEM1.7473 lIBFORS USE. Design valid for use onlywith Mgek or Robbins connectors. Thu design is based only upon parameters shown, and is force individual building component. AppllcabON of design poromenters and proper incomorotion of componentis responsibility of building designer -not Russ designer. Bradng shown Is farldterai support of individual web members only. Additionaltemporay Macingto inure stobilily tludng conshucfionu Me responsbllity of the �;.�--^,:.Ica erector. Additional peenanent bracing of the overall 51 hucMe Is Me resporw'diity of Me bulding designer. For general guidance regarding ing,comult fabrication, quality control, storage. delivery, erection antl:x_ ANSI/rfu Oaality edte4a, OSB-fill antl anBuilding Component 69W Rsift East Blvd. safety lNormaXon ovalalNe from Truss Plate Institute,991N. lee Sheet. Suite 312 Alexandra. YA22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION a/4 Center plate on joint unless x, y offsets are indicated. , Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'r16' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate `width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-$ I dimensions shown t ff-in-sixteenths III (Drawings not to scale) 1 2 3 TOP CHORDS 0 O 2 U O 1— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243,9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 O x U O © 2006 MiTek® All Rights Reserved �o�bo� Robbins Engineering Reference Sheet: RE. 10-.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system; e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Job Truss Truss Type Laurel 2 Front Parch 1-07tyPiy T3539989 M10829 J6 MONO TRUSS 41 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. U982 7.140 s Oct 12009 MTek Industries, Inc. Tue Nov 10 09:52:13 2009 Page 1 • -1-0-0 6-0-0 Scale = 1:14.5 3 4.00 12 2 1 3x4 M1120= 4 6-0-0 8-0-0 LOADING(pso SPACING 2-0-0 CSI DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.59 Vert(LL) -0.O6 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(T-) -0.14 2-4 >476 240 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hori(TL) -0.00 3 We n/a BCDL 10.0 Code FBC2007rrPI2002 (Matrix) Weight: 20 to LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=140/10echanical, 2=285/0-8-0, 4=55/Mechanical Max Horz2=128(LC 3) Max Uplift3=126(LC 3), 2=-196(LC 3) Max Gmv3=140(LC 1), 2=285(LC 1).4=110(LC 2) FORCES (to) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14R; Cal. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1261b uplift at joint 3 and 1961b uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Ceit.#5555 November 10,200 Q WARNlNO-Veriky igapmmssd =dR&ADNOTESOMMSdNmfNCLUDSDIDT1 p"z32mwBPdOSffih747a BFFOASUSB Design valid for use only with MTek or Robbim connectors. Phis design is based only upon parameters shown. and B for an Individual building component. APplicobhlty of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown Is forlateral support of individual web members only. Addilonai Mmporarylxacing to Insure stablltyduring comhuction is Me regoonsibllity of the a;,,f, Iw erector. Additional permanent bracing of Me overall structure b Me responsiblity of the building designer. Forgeneral guidance regarding fabrication, gvaliN comn:iltorage,dellvery, erection and brocing. consult ANSI/1711 puatity Criteria, DSO-89 and Ball Building Component 69M Padre Bast Blvd. Safety Information avolobe Gam Truss Plate lnsInute.781 N. Lee Street. Suite 31Z Alexandria. VA22314. Tampa, FL33610 Symbols PLATE LOCATION AND ORIENTATION T 3/" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. OT/16" I For 4 x 2 orientation, locate plates 0-11,e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION MO Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 'dimensions shown t ft-in-sixteenths IIII (Drawings not to scale) r] O U O JOINTS ARE GENERALLY NUMBERED/LEITERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved Robbirti F Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 7.140 s Oct 1 2009 Scale: W/ =T 1 3x4 MII20= 4 LOAOING(psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumberincrease 1.25 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.35 BC 0.71 WB 0.00 (Matrix) DEFL in Ved(LL) -0.11 Vert(TL) -0.27 Horz(TL) -0.00 (loc) I/deft L/d 2-0 >722 360 2-0 >289 240 3 n/a n/a PLATES GRIP M1120 249/190 Weight: 231b LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=169/Mechanical, 2=321/0-8-0, 4=65/10echanical = Max Horz2=145(LC 3) Max Uplift3=-153(LC 3). 2=-21 O(LC 3) Max Gmv3=169(LC 1). 2=321(LC 1), 4=130(LC 2) FORCES (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=14ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3 and 2101b uplift at joint 2. LOADCASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,2C A Wmmm-Verifyd ignparmneta and READNonRsom7N/BAfmfNCLODwb1inxmwmz&NcBPAGEJOf-7473BPFORBVSB. Design valid for use onlywith Mgek or Robbins connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and properincoiporation of componenta resporuiblity of building designer- not tmss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtruction k the responotillity, of the _� re, emeor. Additional permanent bracing of the overall structore is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage.delivery, erection and bracing, consult ANSI/rPIl Quality Diked, DSB.09 and BC511 Building Component ON Parke East Blvd. SafetylNormation avalable from Truss Plate lnsBNte,781N. Lee Sheet, Suite312. Alexandria, VA 22314. Tampa, FL MG10 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0T/16" I For 4 x 2 orientation, locate plates 0-11ie' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicatedby symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t scale ) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek@ All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10.06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Job Truss Truss Type Oty Ply Laurel 2 Front Porch T3539991 ' M10829 J8 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.140 s Oct 1 2009 MITek Industries. Inc. Tue Nov 1009:52:14 2009 Page 1 -0-0 B-0-0 -0-0 8-0-0 Stale = 1:17.7 3 4.00 12 2 1 3A M1120= 4 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ifdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.14 2-4 >638 360 101120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(rL) -0.35 2-0 >255 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(rL) -0.00 3 Na Na BCDL 10.0 Code FBC2007rTP12002 (Matrix) Weight 26 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mr rek recommends that Stabilizers and required cross bracing be _ installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=197/Mechanical, 2=357/0-8-0, 4=75/Mechanical Max Horz 2=163(LC 3) Max Up1ift3=-179(LC 3), 2=-224(LC 3) Max Grav3=197(LC 1). 2=357(LC 1), 4=150(LC 2) FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 pad bottom chord live load nonconcument with any other live loads- 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift atjoint 3 and 224 lb uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lie. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cart.#5555 November 10,200 n WARNING-V—T9 designparmnetcye andRBAD NOTES ON7NlS IDLJCLUDEDffiIWrK ERBNCBPAGBN19473 BBPORB 0313. Design valid for use only Vim Mgek or Robbins connectors. Thu design Is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and properincorporation of component ¢ responsibility of bulding designer- not truss designee Bracing shown B for lateral suppart of Individual web members only. Additional tempoiarybracing to insure stability Curing construction is the responsibillityof the erector. Additional permanent bating of the overall structure is the responsiblity of Me building designer. Forgerwal guidance regarding fabrication, quality control, storage,delivery. erection and bracing. consult ANSI/rPll Quality Ursula.DSS-89 and BCSII Building component 6904 Parka East Blvd Safety lnimmation available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL=10 Symbols PLATE LOCATION AND ORIENTATION _� 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-/id, For 4 x 2 orientation, locate plates 0-146' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 40 reaction section indicates joint number where bearings occur. ffd Industry Standards: ANSVTP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown incaixteenihs scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY'END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved Robbins Engineering Reference Sheet: RE-10.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197.at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. Job Truss Truss Type Ply Laurel 2 Front Porch T3539992 M10829 JS1 SPECIAL �Qty 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. U982 7.140 6 Oct 1 2009 M7ek Industries, Inc. Tue Nov 10 09:52:15 2009 Page -0-0 1-0-0 -0-0 1 -0-0 Scale = 1:6.2 2 3 4.00 12 1 3x4 1,1120 i I Plate Offsets X Y : 2:0-3-14 0-1-8 LOADING(psf) SPACING 2-0-0 CS] DEFL in (too) VdeFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.43 Vert(LL) 0.00 2 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) 0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We Na BCDL 10.0 Code FBC20071TPI2002 (Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or I-M ac pudins. BOT CHORD 2 X4 SYP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be • installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Iblsize) 2=715/0-8-0, 2=715/0-8-0, 4=-603/Mechanical Max Horz 2=55(LC 3) Max Uplift2=-960(LC 3), 4=-603(LC 1) Max Grav2=715(LC 1), 2-715(LC 1), 4=814(LC 3) FORCES (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Fxp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 960 lb uplift at joint 2 and 6031b uplift at joint 4. LOAD CASE(S) Standard Joaquin Velez, FL Lie. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 n WARNIRO-Verify designpaimrse .and READ NOTES ON TIRSAND INCLUDED ffi1EKRSFBRENCSPAOSMU-7473 BEFORE USE. Design vole for use onlywith Mgek or Robbins connectors. this design a based onlyupon ponsmeten shown, and is for an individual building component. AppllcabJity of design pare menters and proper Incorporation of components responsibility of building designer- not truss designee Bracing shown is for lateral supped of Individual web members only. Additional temporarybracing to insure staUliNduring comtruction is the responsibliity of the aai��•--.; erector. Additional permanent booing of the overall structure is the respomiblily of the balding designer. Forgeneml guidance regarding fabhcolian. quality conlrol, storage, delivery, erecflon and brocing. consult ANSI/TNI OuanN Cdleda,OSO-B9 and Ball Building Component 6904 Pxdse Fast Blvd. SofetylNosmalion avaloble from Two Plate ImStute.781 N. Lee Street. Suite 31Z Rexanddo. VA22314. Tampa,FL33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T/1Er I For 4 x 2 orientation, locate plates 0-'ri6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 sofhvare or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in The bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O x U O F- Numbering System I 6-4-8 I dimensions shown t ft-in-sixteenths IIII (Drawings not to scale) 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 rr O U U O © 2006 MiTek@ All Rights Reserved 4adbbins Robbins Engineering Reference Sheet: RE- 10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with AN51/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is anon -structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Pty Laurel 2 Front Porch T3539993 M10829 JS3 SPECIAL 2 1 JOG Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Nov 10 09:52:15 2009 Page 1 1-0-0 341-0 Stale = 1:9.6 3 4.00 rl2 v 2 1 to 2.00 12 3x4 M1120= I LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 VerI LL) -0.00 2-0 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 2-0 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a n1a BCDL 10.0 Code FBC2007frP12002 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Hom 2=74(LC 3) Max Uplift3=-09(LC 4), 2=-161(LC 3) Max Gmv3=49(LC 1), 2=184(LC 1), 4=50(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. ill; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3 and 161 Ib uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Ceit.#5555 November 10,200 AWARNNO-Verifydesignpaxmn .and RRdD NOTES ON77US AND JNCLNDRD WTEKREFEROMBPAGBM-7473 BEFORIS US& Design volid forum onlyvAm MTek or Robbins connectors.IDk design is based only upon parameters shown, and is for an individual building component e , r Applicability of design paromenters and proper incorporation of componamis responsibility of building designer - not truss designer. Bracing shown 6lor lateral support of indvidual web members only. Add6onol temporary bracing to Insure noblitytluring construction is the responsibility of the erector. Addflonal permanent brecing of the overall structure is the resporoblity, of the building designee For general guidance regarding fabrication, quality control, storage. delivery. erection and bating, consult ANSI/IPI1 Oucilly creedal 0211-89 and BCSII BuOdng component 6904Parke East Blvd. SatetylNormatlon available from Truss Plate Institute.781 N. Lee Sheet Suite 312 Alexandra. VA22314. Temps,FL33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 �/idr For 4 x 2 orientation, locate plates 0-'n9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is The length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. ■*FA 11L, Indicates location where bearings <��F6 (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII.: Building Component Safety Information, . Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t scale) (Drawings not to scale) C1 IX 0 U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved Robbins -��lilt. / Robbins Engineering Reference Sheet: RE-10-10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by AN51/rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197.at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures( before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. M10829 IJS5 10 i-0-0 5-0d ' 1.00 SO-0 i Scale = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007fTP12002 Cat TC 0.37 BID 0.34 WB 0.00 (Matrix) DEFL in Vert(LL) -0.03 Vert(TL) -0.06 HOrz(TL) -0.00 (too) Well L/d 2-0 >999 360 2-4 >854 240 3 Na Na PLATES GRIP MII20 249/190 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structure[ wood sheathing directly applied or 5-0-0 oo purlins. BOT CHORD 2 X4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=111/Mechanical, 2=250/0A-0, 4=45/Mechanical Max Horz2=109(LC 3) Max Uplift3=-100(1-C 3), 2=-181(LC 3) Max Gmv3=111(LC 1), 2=250(LC 1), 4=90(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Beading at joint(s) 2 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint 3 and 181 Ib uplift at joint 2. LOAD CASES) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Celt.#5555 November 10,2C A WAWNG-Verify deign pa'mratesa and READ N07W ON7BISAND INCLUDED ffiISKHEFJR6NC81`AOBffi1.9473 HSPORB 058 Design valid for use only with Mgek or Robbins connectors, cols design Is based only upon parameters shown, and Is foran Individual building component. Appliaablityof design poramenters and properincoiporotion of component B responsibility of building designer- not truss designer. 6rocing shown is for lateral support of individual web members only. Addtlondtemporary bracing to insure stability during comhuction is the respomib111N of the erector. AddNonal permanent Lacing of the overall stricture is the responsibility of the building designe% car general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/rPI10vaBNCrlfala, DS11•89 and BCSII Buflding Component 69OG Parke Fast Blvd. SafeNlaformarion available from Truss Plate Institute. 781 N. Lee Street.Suite 312 Nezaml,io. VAM314. Temps, FL M610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/lbr ❑ K O For 4 x 2 orientation, locate = U plates 0-1n9' from outside edge of truss. O 0 This symbol indicates the required direction of slots in connector plates. - Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI(: Building Component Safety Information, . Guide 1,o Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System ' 6-4-$ I dimensions shown t ft-in-sixteenths (III (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETFERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building O designer, erection supervisor, property owner and Uall other interested parties. o- O 5. Cut members to bear tightly against each other. r 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior © 2006 MiTek® All Rights Reserved I approval of an engineer. Robbins r Robbins Engineering Reference Sheet: RE-10.10.06 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI1 Quality Criteria. Job Truss Truss Type Oty Ply laurel 2 Front Porch T3539995 M10929 JS7 SPECIAL 7 1 Job Reference optional) Chambers Truss Inc., Fort Pierce FI. 34962 7.140 s Oct 12009 Mrrek Industries, Inc. Tue Nov 10 09:52:16 2009 Page i -0-0 7-0 1-00 74 -' Scale: 3/4'=1' 3 4.D0 12 n 2 4 1 2 00 12 3x4 MII20= I LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.11 2-4 >712 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Verl(rL) -0.27 2A >285 240 BCLL 0.0 Rep Stress ]net YES WB 0.00 Horz(rL) -0.00 3 n1a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 23 to LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2 X4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, recommends that Stabilizers and required crass bracing be rMiTek installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=169/Mechanical, 2=321/0-8-0, 4=65/Mechanical Max Horz 2=144(LC 3) Max Uplift3=-154(LC 3), 2=-209(LC 3) Max Grav3=169(LC 1), 2=321(LC 1), 4=130(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp B; enclosed; MWFRS (low-dse); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift atjoint 3 and 2091b uplift atjoint 2. LOAD CASE(S) Standard Joaquin Velez, FL Lic. #68182 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 n WARNING•Verify deignpaxxonal cod Iii NOTES ONTffiSANDINCLUDED MMICREFERENCBPAGShIf-24Ta MORE r/SS. Design valid for use only with MBek or Robbins connectors. This design is based only upon parameters shown, and is for an individual balding component. r Applicability of design paromenters and properincorpora6on of comaonentis responsibility of building designer not buss designee Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conaraction 6 the responsibllity of the erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabiaclon, quality control, storage. delivery, erection and bracing. consult ANSI/1PI1 Quality criteria. DS"9 and Ball Building component 6904 Parke Fast Blvd. SafetylNormallon available from Truss Plate Institute.781 N. Lee Street,Suile 312 Alexandria. VA22314. Tampa,FL33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y -01 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates To both sides of truss and fully embed teeth. SIX For 4 x 2 orientation, locate plates 0-Iu" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ■�3�i1;tG(c� Indicated by symbol shown and/or by text in The bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System t 6'4'8 I dimensions shown t t ft-in-sixteenths IIII (Drawings not to scale) O U U O r JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTeW All Rights Reserved _ Rob�in� r Robbins Engineering Reference Sheet: RE-10-10-06 ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. 'Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Cnteria. Jab Truss Truss Type cry Pry Laurel 2 Front Porch T3539996 M10829 KJ7 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Nov 10 09:52:17 2009 Page -1-50 6-8-12 k 9-10-1 1-5A 6 12 3-1-5 Scale = 1:20.8 4 3x4 M1120% 2.83 12 3 8 7 2 9 10 6 11 5 2x3 M112011 3z4 M20= axis MII20= 6-B-12 k 9.10-1 6-8-12 11, 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 V,ert(LL) -0.04 25 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 25 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.19 Holz(rL) 0.01 5 rua n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 381b LUMBER BRACING TOP CHORD 2 X 4 SVP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2 X 4 SVP M 30 BOT CHORD Rigid ceiling directly applied or 101 or, bracing. WEBS 2 X 4 SVP No.3 MTek recommends that Stabilizers and required crass bracing be installed during buss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 4=45/Mechanical, 2=45510-11-5. 5=412/Mechanical Max Ho22=145(LC 3) Max Uplift4=43(LC 3), 2=324(LC 3), 5=-204(LC 3) FORCES (lb) - Max. CompJMax. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-757/299 BOT CHORD 25=360/695, 55=-360/695 WEBS 3-6=0/333,3-5=502/415 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Ecp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 4, 324lb uplift at joint 2 and 204 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 5lb down and 14 lb up at 44-0, 51b down and 14 lb up at 44-0, and 571b down and 74 lb up at 7-1-15, and 57 lb down and 74lb up at 7-1-15 on top chord, and 24lb up at 1-6-1. 24 lb up at "A, 10 Its down at 4-4-0. 10 Ib down at 44-0, and 50 Ib down at 7-1-15, and 50 lb down at 7-1-15 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 2-5=20 Concentrated Loads (h) Joaquin Velez, FL Lie. #68182 Vert: 7=10(F=5, B=5) 8=-115(F=57, B=57) 9=38(F=19, B=19) 10=-10(F=S, B=5) l l=-50(F=-25, B=-25) Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 November 10,200 A WARMKG-Verifydeignpardnden mrdRBAON07W ON7MSANDR=LMBDM77Ti PJWJRBNCBPAOBMI-7473 BFFORS USE. Design valid forum onlywitn Mirek or Robbins connectors. This design is based only upon parameters shown, and is loran Individual building component. Ppplicablity of design paramenters and proper incomoralion of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Mififlonal temporary bracing to insure sfablity during construction 6 the respomibiility of the 6,v. erector. Additional permanent bracing of tine overall structum D the respom3dily of the building designer. Porgeneral guidance regarding fabrication, worry control,storage.delivery, erection and bracing. consult ANSI/rPll paal3y Cdfeda, DSB-89 and Ball Buflaing Component 6904 Parke Eesl Blvd. Solely Information available from Truss Plate Institute,781N. We Slreef,Sulm 312 Nexondda. VA22314. Tampa, FL=10 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y t4-1offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0Tr I For 4 x 2 orientation, locate plates 0-1ne' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, • Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t scale ) (Drawings not to scale) 2 3 TOP CHORDS O U U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekO All Rights Reserved Robbi n Robbins Engineering Reference Sheet: RE-10.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber I shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, see, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. I5. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and picturesl before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type City Ply Laurel 2 Front Porch T3539997 M10629 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fart Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Nov 10 09:52:18 2009 Page -1-5-0 84-9 11-3-0 1-5-0 I 84-9 ~ 2-10.] Scale = 1:20.5 4 3x4 M1120% 2.83 12 3 8 7 2 71 Lit 9 10 6 5 2.3 M112011 3x4 M1120= 3x4 M1120= 84-9 11.3-0 84-9 2-10-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.47 Vert(LL) -0.11 2-6 >999 360 M1120 2491190 TOOL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.31 2-6 >409 240 BCLL 0.0 Rep Stress lncr NO WB 0.28 Hor2(TL) 0.02 5 n1a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight 43 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 SYP No.3 MiTek recommends that Stabilizers and required cross bacing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=38/Mechanical, 2=57810-11-5. 5=694/Mechanical Max Horz 2=162(LC 3) Max Uplift4=38(1-C 1), 2=-353(LC 3), 5=-358(LC 3) Max Gmv4=39(LC 6). 2=578(LC 1), 5=694(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1009/399 BOT CHORD 2-6=-060/936, 5.8=-060/936 WEBS 3-6=0/510, 3-5=-1186/583 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=14ft; Cat. 11; Exp B; enclosed; MW FRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconctimentwith any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4, 353 lb uplift at joint 2 and 358 to uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)16 lb down and 24lb up at 2-11-0, 16 lb down and 24 lb up at 2-11-0, 36 lb down and 45 lb up at 5.8-15, 36 lb down and 45 to up at 5-8-15, and 112 lb down and 102lb up at 8-6-14, and 112 lb down and 102 lb up at 8-6-14 on top chord, and 21b up at 2-11-0, 2 lb up at 2-11-0, 30 lb down at 5-8-15, 30 lb down at 53-15, and 70 lb down at 8-6-14, and 70lb down at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf Joaquin Velez, FL Lic. #68182 Vert: 1-4=-54, 26=20 Robbins Engineering Concentrated Loads (to) 6904 Parke East Blvd Vert: 3=-224(F=-112, B=-112) 6=-70(F=35, B=35) 7=49(F=24, B=24) 8=-71(F=36, B=36) 9=2(F=1, B=1) 10=30(F=-15, B s-15) Tampa, FL, 33610 FL Cert.#5555 November 10,200 A WARMNO-Ve fgdeignpaimne.andRBADN07WOMN/BANDr=LODBOMEKRIWERRNMPAGHC1i/-747a BEPORB IISB. Design valid form oNywiM MTek or Robbim connectors. this design is based only upon parameters shown, and h fa an individual buildng camponen6 AppllcoUllN of design paromenters and properincorporaflon of components respondblityof building designer -not truss designer. Bracing shown k forlateral support of individual web members only. Additional temporarybracing to irum stoblity during construction B the responsibillily of the •;�, f„r, erector. Additional permanent bracing of the overall mature is the remonabilily of the bustling designer. Forgenerat guidanoe regordng fabdcal quality control, storage. delivery, erection and bracing. consult ANSI/IPI1 Quality Cheda, W9.99 and Ball Building Component SM Parke East Blvd. Solent lnlormallon ovaHablefromhuss Platelmtihte.7BIN.Lee Street.Smte3lSAexandno.VAM14. Tampa,FL33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y rk-offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-'hd' For 4 x 2 orientation, locate plates 0-'hi' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available In fill20/20 software or upon request. PLATE SIZE The first dimension is The plate 4 x 4 width measured perpendicular To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION �ma Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - BCSI1: Building Component Safety Information, - Guideio Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensionsshown tscale ) II'�I (Drawings not to scale) 2 3 TOP CHORDS 0 rr O x U O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ER-5243,9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTekO All Rights Reserved 0 bD Robbins Engineering Reference Sheet: RE-10.10-06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Piece plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with AN51/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197.at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chards require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Useof green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. SPECIAL -1-5-0 6-5-09-10.1 15-0 6-50 1 3-&1 Scale= I'MVIIIYLH LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr NO Code FBC2007fTPI20O2 CSI TC 0.23 BC 0.32 WE 0.29 (Matrix) DEFL in Ved(LL) 0.06 Ved(TL) -0.15 Horz(TL) 0.02 (loc) Vdeft L/d 2-6 >999 360 2-0 >755 240 5 me me PLATES GRIP M1120 2491190 Weight: 37lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. WEBS 2 X4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=80/Mechanical, 2=48910-9-13, 5=381/Mechanical Max Horz2=143(LC 3) Max Uplift4=-70(LC 3). 2=-318(LC 3), 5=-179(LC 3) FORCES (Ib) -Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1310/573 BOT CHORD 2-6=-633/1245, 55=-635/1240 WEBS 3.6=0/314, 3-5=-1244/635 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf h=14ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 701b uplift atjoint 4, 318 lb uplift atjoint 2 and 179 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 15 lb up at 44-0, 4 lb down and 15lb up at 44-0, and 57 lb down and 76 Ib up at 7-1-15, and 571b down and 76 lb up at 7-1-15 on top chord, and 10 lb down at 4-4-0, 10 lb down at 44-0, and 50 lb down at 7-1-15, and 50 lb down at 7-1-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Joaquin Velez, FL Lic. #68182 Vert: 14=54, 2-5=-20 Robbins Engineering Concentrated Loads (1b) 6904 Parke East Blvd Vert: 7=1 O(F=5, B=5) 8=-115(F=57, B=57) 9=-10(F=-5, B=-5)10=-50(F=-25, 13=25) Tampa, FL, 33610 FL Cert.#5555 November 10,21C AWAPNMG-Verifydeignpmmn .andRm N07M ONMIS AND 7NCUMED N17NKRE1SBBNOBPAGBM1-7473 BEFORE USE. Design valid for use onlywith Moak or Robbins connectors. This design Is based only upon parameters shown, and Is foran indviduai building component. Applicability of design paromenters and properincorporation of component is responsibility of budding designer -not truss designer. liacing shown is for lateral support of individual web members only. Addlional temporary bracing N insure stability during construction is the respondbdlily of the erector. Atldtional pemlanem bracing of the overall structure 0 the respondlonlyof Me buddng designer. For general guidance regarding fabrication, quality corked. storage, delivery, erection and bracing, consult ANSI/rPl l Quality CBteda,OSB-99 and 11=11 Budding Component ON Parke East Blvd. Safafyhdormallon available hem Tvss Plate Institute. 781 N. We Sheet, Suite 312. Nexandda. VAM14. Tampa, FL W610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/1dr `A For 4 x 2 orientation, locate plates 0-11t6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in Mrek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING' Indicates location where bearings (supports) occur. Icons vary but dl� reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, • Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System t 6-4-8 I dimensionsshown t scale) wi (III (Drangs not to scale) 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWI! AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LErTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487,NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 © 2006 MiTek® All Rights Reserved Robbins r Robbins Engineering Reference Sheet: RE-10.10.06 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing. or alternative T. I. or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load collection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. COMPLETED .+ DESCRIPTION: BEING ALL OF 6531 TERESITA COURT, OF THE UNRECORDED PLAT OF FAIRWAYS OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: FFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE SF = SQUARE FOOT A = DELTA OF CURVE a%I 30 15 0 30 GRAPHIC SCALE IN FEET SCALE: 1' = 30' St. WC10 Co., FL.-..,, / Date ia d Init. Approved SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE "X', ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111CO065 F, EFFECTIVE DATE JUNE 30, 1999. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE CENTERLINE OF TERESITA COURT HAVING AN ASSUMED BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT OF FAIRWAYS, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #: 09-110154 D��®®d�� DEC 2 9 2009 PUaLIC WORKS ST. LUCIE COUNTY, FL O O m PAno � r O M ro ' O O 5.6' (n AVERAGE TOP 9.6 OF FORMS LEVATION— Ewsnxc 1ze' 'OF PAVEMENTG c EXISTING 49 M' F n 9 PORCH LLI C S90'00'00"W 52. TERESITA COURT 20' PAVED ROAD ALE: 1"=30' AMANDER J. PIAZZA PSL% INC. TE:12-18-09 Surveying • Mapping • Consulting IAWN: CJM*L,3f7280 619 SW Blltmore Street Port St. Lucie, Florida 34983 iB NO.: Phone: (772) 340-7770 09-0720 Fax: (772) 340-2250 LAST FIELD DATE CERTIFIED TO: WYNNE BUILDING CORPORATION. I hereby certify-thct the survey correct and is based an ae4 09" field. This _survey mots tbe'11i of Chapter 61GII Florida ,pdninia is true and taken in the al Standards mfessional.Surveynr k Florida Certificate No.: