The URL can be used to link to this page

1751 Sea Oats Dr 2014 Addition r�j`l j CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD X ATLANTIC BEACH, FL 32233 _ INSPECTION PHONE LINE 247-5814 ��JS31�f' RESIDENTIAL ADDITION JOB INFORMATION: Job ID: 14-RADD-253 Job Type: RESIDENTIAL ADDITION Description: 1000 sq ft addition Estimated Value: $90,910.00 Issue Date: 10/28/2014 Expiration Date: 4/26/2015 PROPERTY ADDRESS: Address: 1751 SEA OATS DR RE Number: 172020-0444 PROPERTY OWNER: Name: GROSS, JASON D Address: 1751 SEA OATS DR GENERAL CONTRACTOR INFORMATION: Name: FUTURISTIC HOMES, INC. Address: Phone: - - PERMIT INFORMATION: PUBLIC WORKS: Full right-of-way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal and Republic Services). FEES: PLAN CHECK FEES $221.82 UTIL REV RESIDENTIAL BLDG $25.00 BUILDING PERMIT FEE $443.64 STATE DCA SURCHARGE $6.65 STATE DBPR SURCHARGE $6.65 Total Payments: $703.76 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION - -�-�• -�••-�••—•---�- ;�_�••- CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 FILE C Office (904) 247-5826 Fax(904) 247-5845 Job Address: 17 ( Sm Oah br, Permit Number: _%y R)q 0D —Q 5 3 Legal Description rN kr1L( Parcel # oor ea o q. t. t Valuation of Work$ d q10.Co Proposed Work heated/cooled non-heated/cooled Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/pro osed structure(s) circle one): Commercial Residential If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No N/A Florida Product Approval# For multiple products use product approva orm BP"Jj'!A Describe in detail the type of work to be performed: 4 ew (iM6 Sol S+ 011 k s4 SI� 0k 605t Prope Owner Information: CC Name: L_ \� ,1fill% Address: � c� 6MIk-C. br Cityfb_e_"6�% State_Zip ' "� hone E-Mail or Fax#(Optional) Contractor Information: CONTRACTOR EMAIL ADDRESS: c,, _ Company Name- f is ho e 1 Quali in aA Agent: SoJ Y, 00, Address: CityV State Zip Office Phone - I J b /Contact Number 7 -I " Fax# ',2/ 6 State Certification/Registration# 7k� Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work well be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned fora period of six 6)months at any time after work is commenced. I understandp that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, Furnaces,Boilers,Heaters, Tanks and Air Conditioners,eta WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type o1 certify will be complied with whether%eci O herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state, or local law regulating construction or the performance of construction. Signature of Owner - Signature of Contractor Print Name C:et ,,f'�............. .5 Print Name S ... ............................................................. Before me Befor e this this Day of 20 14 tCQ Notary Pub ' :o Dary l' 1 T t>A a #NrfNotary Public- • s NotoryYbiit' y te.201My Comm. Expire 'My Comm.Expit`sMaFF� Commission # Commiasioikrffs }��.2 10 DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING ODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date. 4-2 2--/V COPY ! , 61 FILE Development Size Habitable Space // 5-k Non-Habitable Impervious area Miscellaneous Information Occupancy Group Gz � Type of Construction 17 13 Number of Stories ?- Zoning Zoning District 93 - 2- Max. Occupancy Load Fire Sprinklers Required Flood Zone l/A Conditions/Comments: MAP SHOWING BOUNDARY SURVEY OF.- LOT 6, BLOCK 15, SELVA MARINA UNIT NO. 8, AS RECORDED IN PLAT BOOK 34, PAGE 85 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA •� t SEMINOLE ROAD FILE C Py 4 s (ALSO KNOWN AS COUNTY ROAD NO. 608) , 100' RIGHT-OF-WAY t :►.I .::y :. -a: SOUTHEAST CORNER OF SO1'37'31"E 93.37' SELVA"4RiN4 UNIT NO. 8 TRACT "C-- ARC=93.37' DELTA=0958'05" R=5526.53' TRACT "C" ARC-373.43' N.T.S. FOUND 1/2"IRON PIPE s '—'— '—`—'—'—'—' ur RADI US= 5526.53' NO IDENTIFICATION FOUND 1/2-IRON PIPE of NO IDENTIFICATION (b i00 rr) Ln P7 I 14.2' .:;CMVkl_ LOT7 I LOT 5 O .9co s cV Ln i 1 STORY BRICK AND FRAME 0) RESIDENCE J1751 00 00 2f— (f) 152' 30' B.R.L. °- L�Na�T 30' B.R.L. _ FOUND 1/2'IRON PIPE NO IDENTIFICA77ON ARC=72.73" N.T.S. t7.a' ARC=351.11' 4644 38" RADIUS= 4'6. = d FOUND 1/2"IRON PIPEN01 20'S3"W 95.61' FOUND 5/8"RE84R NO IDENTIFICATION NO IDEN17FICA17ON ARC=95.61' DELTA=01'10'46" R=4644.38' SEA OATS DRIVE 60' RIGHT—OF—WAY wars: THIS PROPERLY LIES IN FLOOD ZONE 7("BY FLOOD ANP REVISED AUGUST 15, 1969,COYMUNILY PANEL NO. 120077 0701 D BEARINGS BASED ON THE NORTHERLY LOT LINE OF LOT 6 AS BEING N 88'15'50"E 30'BUILDING RESTRICTION LINE BY PLAT CERTIFIED TO: ALL LOTS SHOWN HEREON LIE WITHIN BLOCK 15 EXCEPT AS NOTED JASON D. do SARAH E. GROSS ALL FENCING SHOWN IS 6'WOOD FENCE EXCEPT AS NOTED LEHMAN BROTHERS BANK, F.S.B. THERE MAY BE AODRIONAL RESTRICTIONS THAT ARE NOT SHO DIN FIDELITY NATIONAL TITLE INSURANCE COMPANY THIS SURVEY TENT MAY BE FOUND IN THE PUBLIC RECORDS of DWAL COUNn,FLORIDAWATSON & OSBORNE TITLE SERVICES, INC. RE-0 AWtriT II 24117.GYWA;E CWTa1TACYTS PYAY I hereby certify that this survey meets the minimum technical standards as set forth by the Florida Board of Land Surveyors,pursuant to Section 472.027 Florida Statutes and Chapter D U R D E N 61917 Florida Administration Code SURVEYING AND MAPPING, INC. 8150 Lonestor Road FOP INFOIPHAWN P0PP05E5 ONLY Jacksonville, Florida 32211 (904) 724-5588 Fax 724-9154 FLORIDA REGISTERED SURVEYOR No.4707 LICENSED BUSINESS NO. 6696 H.BRUCE DURDE N.Jr. SIGNED JULY 08. 2003 SCALE: 1" = 20' THIS SURVEY NOT VALID UNLESS THIS PRINT IS EMBOSSED WITH THE SEAL OF THE ABOVE SIGNED. B-2971 Comp. By: RLC �S Date: 10/15/2014 O M �E.3i9' OCT 22 2014 Public Works Department City of Atlantic Beach Permit No: Example HLE COPY Address: 1751 Seaoats dr. Provided Storage: Elevation Area Storage (ft) (ftZ) (ft') 0 BOTTOM 240 TOB Elevation Area Storage (ft) (ftZ) (ft') 0 BOTTOM 0.0 0 0 TOB Elevation Area Storage (ft) (ftZ) (ft') 0.0 If 0 BOTTOM 0.0 0 0 TOB Inground storage=A*d*pf A=Area= 120.0 d=depth to ESHWT= 1.8 ESHWT -per geotech if obtained pf= pore factor= 0.3 Inground Storage= 63.0 ft3 Required Treatment Volume= 303 ft' Supplied Treatment Volume= 303 ft3 i; Comp. By: RLC Date: 10/15/2014 J : Public Works Department City of Atlantic Beach Permit No:Example Address: 1751 Seaoats dr. Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C=Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area(A) = ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd "C" Impervious s,12u 12,784 1.00 0.24 Pervious 9,664 12,784 0.20 0.15 Runoff Coefficient(C)= 0.40 Runoff Volume V= 0.40 x 12,784 x 9.3 / 12 V= 3,916 ft3 Postdevelopment Runoff Volume: Lot Area (A) = ,I- ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd "C" Impervious 3,609 12,784 1.00 0 28 50% Impervious Surface Limt Pervious 9,175 12,784 0.20 414 Runoff Coefficient(C)_ 0 43 Runoff Volume V= 0.43 x ;2.784 x 9.3 / 12 V= 4,219 ft' Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 3 :14 _ 916 DV= ft' FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Resid PerformanGeMethod � 15VFP n Project N: Zip: me: Gross Addition Builder Name: QC14 Street: 1751 Sea Oats Dr Permit Office: Atlantic Be City, Stat Atlantic Bea Permit Number: Owner: Jurisdiction: 261100 E3Y Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types (1582.1 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 1582.10 ft2 b. N/A R= f:2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 0 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (814.0 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 73 1.00 ft2 6. Conditioned floor area above grade(ft2) 1158 b. Knee Wall(Vented) R=19.0 83.00 ft2 Conditioned floor area below grade(ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(266.4 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:2nd Floor 6 127.38 a. U-Factor: Sgl,U=0.55 Adjusted 266.40 ft2 SHGC: SHGC=0.40 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 30.0 SEER:13.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 30.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 7.471 ft. Cir3 Area Weighted Average SHGC: 0.400 14. Hot water systems a. None 8. Floor Types (1158.0 sqft.) Insulation Area OCT a. Floor Over Other Space R=13.0 483.00 ft2 b. Conservation features2 14 b. Slab-On-Grade Edge Insulation R=0.0 483.00 ft2 None c. other(see details) R= 192.00 ft2 15. Credits tat 11 Glass/Floor Area: 0.230 Total Proposed Modified Loads: 24.27 p Total Standard Reference Loads: 30.88 1 hereby certify that the plans and specifications covered by Review of the plans and h-VRE ST4?, this calculation are in compliance with the Florida Energy specifications covered by this v� - y Code. calculation indicates compliance Q Ryan B. Ellis with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 10/21/14 this building will be inspected for a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. ti,Cy with the Florida Energy Code. oD W OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 10/21/2014 12:25 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Gross Addition Bedrooms: 0 Address Type: Street Address Building Type: User Conditioned Area: 1158 Lot# Owner: Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook Builder Name: Rotate Angle: 0 Street: 1751 Sea Oats Dr Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V/ Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 1158 11598.5996 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 483 4443.6 No 1 0 1 Yes Yes Yes 2 2nd Floor 675 7155 No 1 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation 1st Floor 45 ft 0 483 ft2 _-_- 0 0 1 2 Raised Floor 2nd Floor ___ ____ 192 ft2 13 0 0 1 3 Floor Over Other Space 2nd Floor ___ ____ 483 ft2 13 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 731 ft2 140 ftZ Medium 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Partial cathedral ceili Vented 300 675 W N N 10/21/2014 1225 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 2nd Floor 30 731 ft2 0.11 Wood 2 Knee Wall(Vented) 2nd Floor 19 83 ft2 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar BelowR-Vallle Ft In Et In Area Fr;;rtnn A Ins,ry o C)rnt To W211 TVpe 1 N Exterior Frame-Wood 1st Floor 19 27.4 9.2 252.1 ft2 0.23 0.75 0 2 N Exterior Frame-Wood 1st Floor 19 17.6 9.2 161.9 ft2 0.23 0.75 0 3 W Exterior Frame-Wood 2nd Floor 19 27.8 10.6 294.7 ft2 0.23 0.75 0 4 S Exterior Frame-Wood 2nd Floor 19 27.3 10.6 289.4 ft2 0.23 0.75 0 5 E Exterior Frame-Wood 2nd Floor 19 27.8 10.6 294.7 ft2 0.23 0.75 0 6 N Exterior Frame-Wood 2nd Floor 19 27.3 10.6 289.4 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated 1st Floor None 0.460000 2.7 6.7 18.09000 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low E Single Yes 0.55 0.4 40.2 ft2 10 ft 0 in 1 ft 0 in Drapes/blinds None 2 N 1 Vinyl Low-E Single Yes 0.55 0.4 30.0 ft2 10 ft 0 in 1 ft 0 in Drapes/blinds None 3 N 2 Vinyl Low-E Single Yes 0.55 0.4 40.2 ft2 19.3 ft 0 i 1 ft 0 in Drapes/blinds None 4 W 3 Vinyl Low-E Single Yes 0.55 0.4 6.0 ft2 1.3 ft 0 in 6 ft 0 in Drapes/blinds None 5 W 3 Vinyl Low-E Single Yes 0.55 0.4 18.0 ft2 1.3 ft 0 in 10 ft 0 in Drapes/blinds None 6 E 5 Vinyl Low-E Single Yes 0.55 0.4 30.0 ft2 1.3 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 4 Vinyl Low-E Single Yes 0.55 0.4 40.2 ft2 9 ft 0 in 1 ft 0 in Drapes/blinds None 8 E 5 Vinyl Low-E Single Yes 0.55 0.4 45.0 ft2 1.3 ft 0 in 8 ft 0 in Drapes/blinds None 9 N 6 Vinyl Low-E Single Yes 0.55 0.4 10.8 ft2 1.3 ft 0 in 1 ft 0 in Drapes/blinds None 10 N 6 Vinyl Low-E Single Yes 0.55 0.4 6.0 ft2 1.3 ft 0 in 1 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 1518.72 83.3760 156.800 0.47399 7.85642 10/21/2014 1225 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:7.7 30 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 13 30 kBtu/hr 900 cfm 0.75 1 sys#1 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS ----Supply-- ---Return--- Air CFM25 HVAC# V/ # Location R-Value Area Location Area Leakage Type Handler Cff10125 OUT QN RLF Heat Cool 1 Attic 6 127.38 f Attic 57.9 ft? Default Leakage 2nd Floor cfm (Default)c 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar r May rj Jun �Xj Jul X Au rl Se Oct Nw Dec HeatinHJan XFeb lXMar Apr l May Jun Jul Aug Sep Oct XNov HDec Ventin Jan [[ Feb X Mar [ r [ Ma Jun Jul Au Se [X]Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) 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(WEH) 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 10/21/2014 1225 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1751 Sea Oats Dr PERMIT#: Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors= 0.30 cfm/sq.ft. Testing or visual inspection required. X Fireplaces: gasketed doors& outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental x electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and x sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff(gas). Circulating system pipes insulated to= R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed &attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or x variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. x 10/21/2014 12:25 PM EnergyGaugeO USA-RaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the Energy Performance Index, the more efficient the home. 1751 Sea Oats Dr, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 1582.10 ft2 b. N/A R= ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 0 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic(Vented) R=30.0 731.00 ft2 6. Conditioned floor area(ft2) 1158 b. Knee Wall(Vented) R=19.0 83.00 ft2 7. Windows" Description Area c. N/A R= ft2 2 11. Ducts R ft2 a. U-Factor: Sgl, U=0.55 Adjusted 266.40 ft a.Sup:Attic, Ret:Attic,AH:2nd Floor 6 127.38 SHGC: SHGC=0.40 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 30.0 SEER:13.00 SHGC: d. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 7.471 ft. a. Electric Heat Pump 30.0 HSPF:7.70 Area Weighted Average SHGC: 0.400 8. Floor Types Insulation Area 14. Hot water systems a. Floor Over Other Space R=13.0 483.00 ft2 a. None b. Slab-On-Grade Edge Insulation R=0.0 483.00 ft2 c. other(see details) R= 192.00 ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building �gt1E Sr,�l Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Kyr Builder Signature: I. Date.- Address ate:Address of New Home: /76"/ SC6- P&PS b City/FL Zip: oD wE "Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "`Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Gross Addition Builder Name: Street: 1751 Sea Oats Dr Permit Office: Atlantic Beach City, State,Zip: Atlantic Beach,FL, Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. ✓ Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access(except unvented attic), knee wall door, or drop down V stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. ✓ Floors (including Insulation is installed to maintain permanent contact with underside above-garage and of subfloor decking. cantilevered floors) Crawl space walls Insulation is permanently attached to walls. / Exposed earth in unvented crawl spaces is covered with Class I Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. / Exception—fixtures in conditioned space. V Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut / to fit around wiring and plumbing, or sprayed/blown insulation ✓ Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are / installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software wri htsoft- Project Summary Job: 9 Addition Date: 10120114 By: M.Ellis Energy Design Systems, Inc. 12132 Weatherwood Estates Dr W,Jacksonville,FL 32223 Phone:904-268-3670 Fax:904-268-3670 Email:eds.iax�mail.Con,, Project • • For: Gross Addition 1751 Sea Oats Dr, Atlantic Beach, FL Notes: Desion Information Weather: Mayport Ns, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 °F Outside db 92 °F Inside db 70 °F Inside db 74 °F Design TD 31 °F Design TD 18 °F Daily range L Relative humidity 50 % Moisture difference 58 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 13856 Btuh Structure 20237 Btuh Ducts 2277 Btuh Ducts 3040 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 16133 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load 22602 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1738 Btuh Ducts 667 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area (ft2) 1158 1158 Equipment latent load 2405 Btuh Volume(ft3) 11599 11599 Air changes/hour 0.45 0.23 Equipment total load 25006 Btuh Equiv. AVF(cfm) 87 44 Req. total capacity at 0.75 SHR 2.5 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 1078 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Oct-21 12:37:38 WrightSOft RightSuiteO Universal 2015 15.0.00 RSU17457 Page 1 �� ...J\Gross Addition,1751 Sea Oats Dr.Atl Beh.rup Calc=MJ8 House Front faces: W CD C—Z N E ti CL o 8 to - C: _ 0 EO i b E O O (n 24 � � c �. N c� .... arc -(On o Lim, M N O N p� E of c c ooO-a O 'O O � X� O C N C Q) a) V � cn 0 — co w "a�� v -- ttN IT , O o U O (t � C V u � o � � n (0 Q3 c cu a z Oo co @ a� O , o (V V0 (O aN = Q U) O wt N _ U m tU COD m O "' r In OJ7of r� 20 o� w OL °o0 N U) 0 N Ocu C N y 0 YU c r _0O 'a w C 8 1 r _p 7 o X N G �@ N� QG a- M EV � '0 g 2� p ; Q J EE O@ CL(U Q N N U)U L > 0 } E O p (0 ° o 'S U) C=cu) -0 c N tf LU w m m� 0E °s = Zv) E io o U c!) m O TC E00 L O a S.. O �M Q -0 _ E �co a) c m 7r d uu o c°n t U) m O N L ca ` m o c m 0 � F 8 ti o oo � � x - U) *T (L)> � O o CLS- cxo E o U) Q _ � a � � 0 L CD (0 O V O) N U C CU a � _� O Y O C O7 V 0 C (6 - Lw N 'U9N M O m N O N Q LIIOOL C O O 0 - N � O CL O L O0 Q � � C � -5VE 0_— O cL C CD = 3 > QO - OB r- 0° � LL OI � + C U) t w N OL O M n C -a a NO B N O O cu O h o L N 0) cu 3 C � �_' o a) N cu fB J O N M O '= CLL tq O O O gH � u� �n2r � cn 3 � � !— w o a)fr ca Q -0 U) Cn co 1- 1 1 / I / 1 / I / 1 Off @top 1 / I , 1, ED Walls above and below r 5 - s jLyrlf, CITY OF ATLANTIC BEACH FILE 1, Building Department j 800 Seminole Road !� ;r Atlantic Beach,Florida 32233 (904)247-5800 LM19� PLAN REVIEW COMMENTS Permit Application # Property Address: /-)S / &eg, /&a lei Applicant: ry/c r ,1 s 4-i r 1-4 eyl S Project: /701d y )1-r),.i This permit application has been: El Approved Reviewed and the following items nee a a < � toP-104S � n � 4" r t r � 3 P� f Please re-submit your application when these items have been completed. Reviewed By: i?I/L Date: /D—a 2--1 Y 22f _ 0Gl2 y : City of Atlantic Beach r /s Building Department APPLICATION NUMBER 5� 9 p T-�, o be assigned b the Building Department.) 800 Seminole Road ,t!;CFJ VE� . 2 Atlantic Beach, Florida 32233-5445 S5 Phone(904)247-5826 - Fax(904)247-58. City web-site: http://www.coab.us IJJI.17 2014 Date routed: Ld 7 I APPLICATION REVIEW AND TRACKING FORM Property Address: ..� D event review required Yes No �.� Quildipt / Planning ;?<Zoning- Applicant: Tree Adr;7rnsrator Project: �•Q u lic Works Utinies u is _a,_ty Fire Se �s Review fee $ Dept Signatur CONTRACTOR EMAIL ADDRESS CONTRACTOR CONTACT # APPLICATION STATUS Reviewing Department First Review: pproved. ❑Dei;* (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by:� Date: 68'LA� TREE ADMIN. Second Review: []Approved as revised. ❑Denie t. q tC WOR S Comments: C UTILIT7— iIC SAFET Reviewed by: Date: FIRE SERVICES Third Review. ❑Approved as revised. ❑Denif Comments: Reviewed by: Date: REVISED 09252014 SG."�JjCity of Atlantic Beach r �s Building Department APPLICATION NUMBER sty 9 p "o be assigned b the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 �� Phone(904)247-5826 • Fax(904)247-5845 City web-site: http://www.r_oab.us Date routed: Q 7 / APPLICATION REVIEW AND TRACKING FORM Property Address: /LQ .S� S D ent review required Yes No Applicant: Planning &Zoning--,-,) Tree Admmis rator Project: ��•Q u lic Works Utilities Public Safety Fire Se-:-,_es Review fee $ Dept Signature _ CONTRACTOR EMAIL ADDRESS CONTRACTOR CONTACT # APPLICATION STATUS Reviewing Department First Review: aX App//roved. ❑DeH (Circle one.) Comments: BUILDING 3S Q� aPrrox, PLANNING &ZONING Reviewed b 4 �_ Y' Date: TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denies PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: __ Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: REVISED 09252014 City of Atlantic Beach APPLICATION NUMBER �s Building Department Fo be assigned b the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 1V Phone(904)247-5826 • Fax(904)247-5845 0419`" City web-site: http://www.coab.us Date routed: LO 7 APPLICATION REVIEW AND TRA( ING FORM Property Address: .S 5/--7 J D ent review required Ye No Applicant: Planning &Zonin / Tree Adrnlrns rator Project: Q� *uli,.c ' �ksties T?ty Fire Se ;es Review fee $ Dept Signature CONTRACTOR EMAIL ADDRESS CONTRACTOR CONTACT # APPLICATION STATUS Reviewing Department First Review: ��p�proved�. ❑Deni (Circle o Comments: (B:U:ILDING PLANNING &ZONING Reviewed by:_ Date:Date: —'77 TREE ADMIN. Second Review: []Approved as revised. ❑Deni PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES --- Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: REVISED 09252014 ENGINEERING COVER SHEET <1 AUL D/ / Ns •. '4 Job Number: 73058734 Q . '• F '•. CO Sold To: DURHAM BUILDING MATERIALS U Ship To: 1751 SEA OATS DRIVE * : 59660 Lot/Block/Subdivision: Model: GROSS RESIDENCE ADDITION - FLOOR o STATE of County: DUVAL •. `� �i �` F�O R 1DP• �� 1111111111\\� 10/9/14 Design Code: FRC 2010/TP12007 Design Method: MWFRS/C-C Hybrid Wind ASCE 7-10 Wind speed (mph): 130 mph Design Software: MiTek 20/20 —Version 7.35 Total Roof Load: 37 psf Total Floor Load: 55 psf FILEEngineer or Professional of Record: UNKNOWN AT TIME OF PRINTING C01` 1' ..w-i.:iu`iksa aysYacarnA.%c:3.uaei:i This package includes 11 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 F01 10/09/14 16 31 46 61 2 F02 10/09/14 17 32 47 62 3 F03 10/09/14 18 33 48 63 4 F04 10/09/14 19 34 49 64 5 F05 10/09/14 20 35 50 65 6 F06 10/09/14 21 36 51 66 7 F07 10/09/14 22 37 52 67 8 F08 10/09/14 23 38 53 68 9 F09 10/09/14 24 39 54 69 10 F10 10/09/14 25 40 55 70 11 F11 10/09/14 26 41 56 71 12 27 42 57 72 13 28 43 58 73 14 29 44 59 74 15 30 45 60 75 DIGIACOMO ENGINEERING INC. Charles P. DiGiacomo, P.E. (Truss Design Engineer; FL PE License#59660 3184 Litchfield Dr. Orange Park FL With my embossed seal affixed to this sheet, I hereby certify that I am the truss design engineer for the truss designs listed above only. This index sheet to be compliant with 61G15-31.003 sec.5 of the Florida Board of Professional Engineers. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed above. The suitability and use of each Truss design drawing for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2. Unless noted above, there is no Structural Engineer Of Record at the time these drawings were sealed. WARNING-Trusses require extreme care in fabrication, handling, shipping, installing and bracing. Refer to BCSI 1-03 published by TPI and WTCA for safety practices prior to performing these functions. J The engineer's signature on this packet certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified,will bear the loads shown on the drawings. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineers seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-2002 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral/vertical loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical/lateral loads down to the foundation, the design of the foundation or analyses in connection with the roof and/or floor diaphragms of the building. a 2 Job Truss Truss Type Qty Ply FLOOR F01 GABLE 1 1 Job Reference(optional) 7.350 s Sep 272012 MiTek Industries,Inc. Thu Oct 09 21:02:37 2014 Page ID:cOquKxCrAOwDeOFgv6P54_yagGC-mRWQwHMxD1 GrPXQRxxs2aUFEQGS7MfVwgFCai9yV23 0-1 8 01-8 Soak=120 1 2 3 4 5 8 7 a 9 10 11 23 T T 1 9 IT STIT T Mimi 22 21 20 19 18 17 18 15 14 13 12 3X4= 3x4— ` 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 12-11-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-11-0 Plate Offsets(X,Y): [11:0-1-8 Edge],[23:0-1-8,0-1-01,[24:0-1-8,0-1-0] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FRC20101TP12007 (Matrix) Weight:62 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 12-11-0. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)22, 12,21,20, 19, 18, 17, 16, 15, 14, 13 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be -attached to walls at their outer ends or restrained by other means. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. �8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply - FLOOR F02 FLOOR �4 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:39 2014 Page I D:cOq u KxCrAOwDeOFgv6 P54_yagGC-igeALzOB le WZegZg2M u WfvKTu31 GgVXD7Zhh n2yV2° 0-1-8 1-3-0 1-5-0 2-0-0 Sele=1 � -_ – 0-1:zo 2x4 11 2x4 11 1 2 3 42x4 II 5 8 7 82x4 l 14 13 12 11 10 34_ 3x8= 2-11-0 3-,9-84-0-8 5-0-85:21-0 7-8-0 1 10-2-0 12-11-0 . �— 2-11-0 0-1-81-0-0 1-0-00-1-8 2-6-0 2-6-0 2-9-0 Plate Offsets(X,Y) [3:0-1-8,Edge],[4.0-1-8,0-0-0],[8:0-1-8 Ed e] [12:0-1-8 Edge] [13:0-1-8 Ed e] [15:0-1-8,0-1-0] -- - LOADING(psf) SPACING 14-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.14 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.21 11-12 >732 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:70 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=464/Mechanical,9=460/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I TOP CHORD 2-3=-894/0,3-4=-894/0,4-5=-894/0,5-6=-1035/0,6-7=-685/0 BOT CHORD 13-14=0/422, 12-13=0/894,11-12=0/1076, 10-11=0/935,9-10=0/428 WEBS 3-13=-327/0,2-14=-596/0,2-13=0/645,7-9=-604/0,7-10=0/381,6-10=-372/0, 5-12=-308/18 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 1 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply FLOOR F03 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:42 2014 Page I D:cOquKxCrAOwDeOFgv6P54,yagGC-60 KJz?Q41 Zu8Vll PkVR DHYy0ZH511 IrfgXvLOMyV2: 0-1-8 0-11-8 0-10-2 1-3-02� 0-0� 1 0-11-00102t-__ F 1 k 2-0-0 1 0 81.0 3x8 FP= US FP- 2x4= 4x8 11 4x6 11 64= 6x8= 8x8= 4x6 11 bA 11 2x4= 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 1 36 q 33 32 31 30 28 27 26 25 24 23 22 21 20 6x8= 4x6 11 4x6 11 5x8= 6x8= 6x8 3x6 FP 4x8 11 HA 11 6x8= Us FP= 1 6-1-8 19-9-0 4-1-8 -1- 9-10-12 1 14-6-12 17-9-0 18-9-0 27-7-8 4-1-8 -0- 3-9-4 14-8-0 3-2-4 7-10-8 1-0-0 1-0-0 Plate Offsets X, 3:0 3-0,E e, 10:0-3-O,EdgeJ,[14:0-3-0,0-070],[22:0-3-O,Ed�e),[26:0-3-0,Edge],[29:0-3-8,Edge],[31:0-3-0,0-0-0],[35.0-1-8,0-0-8],[36:0-1-8,0-0 8] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.12 23-25 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.18 23-25 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 19 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:234 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 34=-63/0-3-8 (min.0-1-8),19=860/0-3-8 (min.0-1-8),29=2922/0-5-8 (min.0-1-8) Max Uplift34=-309(LC 4) Max Grav34=229(LC 3),19=868(LC 7),29=2922(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-247/706,3-4=-176/1406,4-5=0/2209,5-6=0/3215,6-7=0/3225,7-8=-979/0, 8-9=-979/0,9-10=-3896/0,10-11=-4089/0,11-12=-4089/0, 12-13=-3769/0, 13-14=-3769/0,14-15=-3769/0,15-16=-2701/0,16-17=-1566/0 BOT CHORD 33-34=-293/238,32-33=-1406/176,31-32=-1406/176,30-31=-1406/176,29-30=-2733/0, 28-29=-1101/0,27-28=-1101/0,26-27=0/2492,25-26=0/4020,24-25=0/4077, 23-24=0/4077,22-23=0/3769,21-22=0/3219,20-21=0/2230, 19-20=0/917 WEBS 2-34=-313/384,2-33=-586/14,3-33=0/967,4-30=-1335/0,5-30=0/943,5-29=-815/0, 17-19=-1206/0,17-20=0/920, 16-20=-938/0,16-21=0/667,15-21=-733/0, 15-22=0/958, 7-29=-2926/0,7-27=0/2749,9-27=-2482/0,9-26=0/2268,12-23=-663/297, 10-26=-1807/0,3-32=-488/0,4-31=0/516,14-22=436/0 NOTES (9-10) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 309 Ib uplift at joint 34. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1720 Ib down at 14-6-12 on top chord. The design/selection 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). 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. "A"dkS tandard Job Truss Truss Type 1 Qty Ply ---- -- - - FLOOR F03 FLOOR 1 1 ID.cOquKxCrAOwD Job Reference o Industries, 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:42 2014 Page eO Fgv6P54_yagGC-60 KJz?Q41 ZU8VI I P kVR DHYyOZH 511 IrfgXvLOMyVZ LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 19-34=-7,1-18=-67 Concentrated Loads(Ib) Vert:10=-1720(F) t 1 Job Truss Truss Type Qty Ply FLOOR F04 FLOOR 1 1 1 Job Reference(optiona)- 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:44 2014 Page ID:cOquKxCrAOwDeOFgv6P54_yagGC-3n R3OgSKZ88slbSnrwUhMz1 L04mVVdHyHrORSFyV2: 0-1-8 1-3-0 � 0-11-0 0-1-8 Scale=1:12 3.6 11 6>m= 31x6 II 3x6 6X6= 3ffi 11 1 2 3 ♦ 1/ S 12 6 1 M 1 Y 6 7 5�6 I I 5x6 I I 6= 6x8 - 6-8-0 6-8-0 Plate Offsets X, [4:0-3-0,0-0-01, 8:0-3-0,Ed e,(9:0-3-0,Ed e LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.03 8 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.04 8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FRC2010ITP12007 (Matrix) Weight:58 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! REACTIONS (Ib/size) 10=1399/0-3-8 (min.0-1-8),7=1720/Mechanical Max Grav10=1549(LC 3),7=2567(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-486/0,2-3=-2657/0,3-4=-2657/0,4-11=-2657/0,5-11=-2657/0 BOT CHORD 9-10=0/1577,8-9=0/2657,7-8=0/2232 WEBS 5-7=-2969/0,2-10=-2077/0,5-8=0/1121,2-9=0/1649,3-9=-1071/0,4-8=-651/0 NOTES (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)795 Ib down at 1-5-12,795 Ib down at 2-9-12,795 Ib down at 4-1-12,491 Ib down at 4-8-12,and 795 Ib down at 5-9-12,and 491 Ib down at 6-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)DiGiacomo Engineering, inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-7, 1-4=-122(F=-55),4-6=-67 Concentrated Loads(lb) Vert: 1=-35 2=-460(F)3=-460(F)4=-460(F)11=-284(B)12=-744(F=-460,B=-284) Job Truss ,'Truss Type 'Qty Ply --- - - - -- FLOOR F05 FLOOR 8 1 - Job Reference(optional) - - - - - - 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:46-M4-Page- I D:cOq uKxCrAOwDeO Fgv6 P54_yagGC-?AZq pMTa5oOZ_vcAyKW9RO7j4uRxzeoFk9tYX8yV2: 0-1-8 HI-� �---� 4 1-4-41 2-0-0 0-1-8. - - 2-0-0 1-0- - Sca�et,:44 2x4 II zx1 II 2x4- 34 FP= 2x4 II 2x4 II yµ= 1 2 3 1 5 8 7 8 9 10 11 12 13 14 15 18 �i 32 1 R1 8.8 29 28 27 28 W 24 23 22 21 20 19 18 3x8= 2x4 11 2x4 11 3x8= 34 FP= 34 6-1-8 9-10-12 18-9-019-10-8 2-9-0 4-1-8 -1- 7-6-0 9-9-4 11-4-8 13-10-8 16-4-8 17-9-0 9-9- 22-4-8 24-10-8 27-7-8 2-9-0 1-4-8 1-0- 1-4-8 2-3-4 0- -8 2-6-0 1-4-8 -0- 04-8 2-6-0 2-6-0 2-9-0 ` 1-0-0 1-5-12 1-0-0 Plate Offsets(X,Y): [3:0-1-8,Edge],[4:0-1-8,Edge],[11:0-1-8,Edge],(12:0-1-8,0-0-0],[16:0-1-8,Edge],[20:0-1-8,Edge],[21:0-1-8,Edge],[27:0-1-8,0-0-0],[28:0-1-8,Edge],[31:0-1-8 0-1-0],[32:0-1-8,0-1-0] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.11 19-20 >999 480 1 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.17 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 17 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight: 147 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 30=256/0-3-8 (min.0-1-8), 17=586/0-3-8 (min.0-1-8),25=1157/0-5-8 (min.0-1-8) Max Grav30=319(LC 3), 17=599(LC 7),25=1157(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-416/39,3-4=-501/155,4-5=-266/354,5-6=0/804,6-7=0/805,7-8=-611/0, 8-9=-1325/0,9-10=-1325/0, 10-11=-1777/0, 11-12=-1777/0,12-13=-1777/0, 13-14=-1535/0,14-15=-953/0 BOT CHORD 29-30=0/297,28-29=-155/501,27-28=-155/501,26-27=-155/501,25-26=-501/58, 22-23=0/1051,21-22=0/1592,20-21=0/1777, 19-20=0/1722, 18-19=0/1324, 17-18=0/567 1 WEBS 2-30=-419/0,4-26=-497/0,5-26=0/409,5-25=-522/0,10-21=0/430, 10-22=-431/0, 8-22=0/433,8-23=-682/0,7-23=0/706,7-25=-962/0, 15-17=-800/0, 15-18=0/574, 14-18=-552/0, 14-19=0/314, 13-19=-278/0 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply FLOOR F06 FLOOR j 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:50 2014 Page I D:cOquKxCrAOwDe0Fgv6P54yagGC-txpKekW591 u?TWvxBAa5cEHJ6Vk1 vNCrfnrmgvyV2: 0-1-8 1-0-2 1-3-0 1-0-T� 1� 2-0-0 0-1-8 Scale=1:44 31m 11 7x14 MT20H 2x4 11 2x4=7X14 MT20H= 6,5= firm= 3x6 4x4-= 3x6 FP 2x4 2X4 I 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 T.4 14 15 16 - -- 31 N Ij d 26 27 25 2423 22 21 20 19 16 6x12= 6X6= 64= 6x6= 6x6= 3x6 FP=4x4= 3S_ 9-10-12 9-9-4 18-9-019-10-8 2-9-0 5-3-0 7-9-0 1 9-6-6 11-4-8 13-10-8 16-4-8 17-9-0 19-9-0 22-4-8 1 24-10-8 , 27-7-8 2-9-0 2-6-0 2-6-0 1-9-6 -8 2-6-0 2-6-0 1-4-81-0-0 0-1-8 2-6-0 2-6-0 2-9-0--� 0-24945-12 1-0-0 Plate Offsets(X,Y): [11:0-1-8,Ed91112:0-1-8,0-0-0,116:0-1-8,Edgel,[20:0-1-8,Edge],[21:0-1-8 Edge],[25:0-3-8,Edge],[30:0-1-8,0-0-8],131:0-1-8,0-1-01 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.12 19-20 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.19 19-20 >999 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight: 193 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 29=3313/0-3-8 (min.0-1-12),17=457/0-3-8 (min.0-1-8),25=4649/0-5-8 (min.0-2-6) Max Grav29=3422(LC 3),17=526(LC 4),25=4649(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 29-30=-282/0, 1-30=-282/0,2-3=4997/0,34=-6196/0,4-5=-3690/0,5-6=0/2397, 6-7=0/2439,7-8=0/1063,8-9=-663/613,9-10=-663/613,10-11=-1316/197, 11-12=-1316/197,12-13=-1316/197,13-14=-1273/0,14-15=-812/0 BOT CHORD 28-29=0/3444,27-28=0/6546,26-27=0/5833,25-26=422/1930,24-25=-1593/0, 23-24=-1594/0,22-23=-777/333,21-22=-433/1007,20-21=-197/1316, 19-20=-33/1384, 18-19=0/1120,17-18=0/494 WEBS 11-21=-346/0,2-29=4635/0,2-28=0/2196,3-28=-2190/0,3-27=-646/0,4-27=0/667, 4-26=-3199/0,5-26=0/2918,5-25=-5046/0,10-21=0/690,10-22=-619/0,8-22=0/569, 8-23=-833/0,7-23=0/914,7-25=-1272/0,15-17=-697/0,15-18=0/473,14-18=-458/0, 13-20=-367/0 NOTES (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)DiGtacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. i 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Continued on page 2 Job Truss Truss Type Qty Ply FLOOR F06 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:50 2014 Page: ID:cOquKxCrAOwDeOFgv6P54_yagGC-txpKekW591 u?TWvxBAaScEHJ6Vk1 vNCrfnrmgvyV2: LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-29=-7,1-6=-737(F=-670),6-16=-67 Job Truss Truss Type Qty Ply FLOOR F07 FLOOR 6 1 _Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:51 2014 Page I D:cOqu KxC rAOwDeOFgv6 P54_yagGC-M7Mjs4XjwK1 s4gU7lu6K8RgZlv88ewY_u RbJCLyV2: 0-1-8 1-3_-0 J 1-5-8 „ 2-0-0 0-1.-8 H i I �� _-_ Sule-=128 2x4 11 2x4 2x4= 2x4 11 2M 11 3x5 FP= 2x4= 1 2 3 4 5 8 7 8 9 10 11 2 22 EL IN I 19 18 17 18 15 14 13 RK 3x8= 3x6 FP= 36= 8-1-0 10-2-8 2-9-0 5-3-0 6-6-0 7-11-8 9-1-0 .10-1-0 12-8-8 1 15-2-8 17-11-8 2-9-0 2-" 1-3-0 1-5-8 04-8 t 1-0-0 2-6-0 2-6-0 2-9-0 1-0-0 0-1-8 Plate Offsets(X,Y): [5:0-1-8,Edge],_[6:0-1-8,04)-01,[11:0-1-8,Edge],[15:0-1-8,Edge],_116.0-1-8,Edge],[21:0-1-8,0-1-0],[22:0 1-8,0-1-0] __ LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.12 16-17 1999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.18 16-17 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.04 12 n/a n/a BCDL 5.0 Code FRC20101TPI2007 (Matrix) Weight:95 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 20=645/0-5-8 (min.0-1-8), 12=645/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1041/0,3-4=-1703/0,4-5=-2070/0,5-6=-2070/0,6-7=-2070/0,7-8=-1701/0, 8-9=-1042/0,9-10=-1042/0 BOT CHORD 19-20=0/613,18-19=0/1453, 17-18=0/1453, 16-17=0/1936, 15-16=0/2070, 14-15=0/1936, 13-14=0/1453,12-13=0/613 WEBS 2-20=-865/0,2-19=0/636,3-19=-612/0,3-17=0/372,4-17=-346/0,4-16=-42/375, 10-12=-865/0,10-13=0/637,8-13=-611/0,8-14=0/369,7-14=-350/0,7-15=-39/387 NOTES (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 44 Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 6)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard [Job—_ Truss Truss Type Qty PIy FLOOR F08 GABLE 1 1 Job Reference(optional - 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:52 2014 Page I D:cOquKxC rAOwDeOFgv6 P54_yagGC-q Kw53 PYLhe9jig3 KJ bdZhfNocJadN RC875KtknyV2: 0-1-8 H Scale 128 =128 3x8 FP= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 34 32 31 30 29 28 27 25 25 24 23 22 21 20 19 18 17 3x4= 3x8 FP= 3x4= 1-4-0 2-8-0 l 4-0-0 1 5-4-0 1 6-8-0 I_ 8-0-0 9-4-0 10-8-0 _1270-0 13-4-0 14-8-0 16-0-0 17-4-017-11 8 1-4-0 1-4 0 1-4-0 1 4-0 -1--4-o 1-4-0 1-4_-0 1-4 0 1-4-0 14-0 14-0 1--4-0—'- 1 4-0 b-7 Plate Offsets(X,YY: 16b-1-8,Edge],133.0-1-8,0-11-0],[34:0-1-8,0-1-0] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FRC2010frPI2007 (Matrix) Weight:84 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 17-11-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)32, 17,31,30,29,28,26,25, 24,23,22,21,20, 19, 18 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Typely Qty P FLOOR F09 GABLE 1 1 Job Reference iona 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:53 2014 Page I D:cOquKxCrAOwDeOFgv6P54yagGC-IWUTHIZzSyHaK_eWtJ8oDsvzNjwu6uSHL14QGEyV2f 0-1-8 0-178 • - Scale=122 1 2 3 4 S 6 7 8 9 10 11 12 25 T T T 24 23 22 21 20 19 18 17 16 15 14 13 3A= 3*4— 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 1 9-4-0 10-8-0 12-0-0 13-4-0 14-4-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-8 Plate Offsets(X,Y): [12:0-178,Edge),[25:0-1-8,0-1-0),[26:0-1-8,0-1-0] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:68 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 14-4-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)24,13,23,22,21,20,19, 18, 17, 16, 15,14 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be - attached to walls at their outer ends or restrained by other means. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard - -- -- -- Job Truss Truss Type - - Qty-- I Ply FLOOR F10 FLOOR 4 1 - !Job Reference(optional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:53_2014 Page I D:cOq u KxC rAOwDeOFgv6 P54_yagGC-I WUTH IZzSyHaK_eWtJ8oDsvygjtn6tyH L14QG EyV2: 0-1-8 H 1-3-0 ; F - 2-0-0 -1-1-8 0714 2x4 11 3x4= 12x4= 2 3x4= 3 4 3x4= 5 3x4= 2x4 8 2*4= 13 L L 11 10 9 2x4 11 a 3x4= 7 3x4= 2x4 11 34= 3x8= �_- 2-9-0 4-1-8 1 5-1-8 1 6-1-8 7-4-8 10-1-8 2-9-0 1-4-8 1 1-0-0 1 1-0-0 1-3-0 2-9-0 Plate Offsets_KY): [3:0-1-8,Edge],[4:0-1-8,Edge] [6:0-1-8 Edge] f9:0-1-8,0-0-0],[10.0-1-8 Edge],[13:0-1-8,0-1-0],[14:0-1-8,0-1-01 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.03 10 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.04 10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL -5.0 Code FRC201 OITP12007 (Matrix) Weight:56 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=358/0-3-8 (min.0-1-8),7=358/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-491/0,3-4=-641/0,4-5=-493/0 BOT CHORD 11-12=0/331,10-11=0/641,9-10=0/641,8-9=0/641,7-8=0/327 WEBS 2-12=-466/0,5-7=-461/0,4-8=-250/0 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.0.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto SCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard i Job Truss Truss Type Qty Ply FLOOR F11 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 21:02:54 2014 Page ID:cOquKxCrAOwDeOFgv6P54yagGC-mi2rU5abDFPRy8DiQOf1 m4S7C6FvrKtQaPpzpgyV2: 0-1-8 H 1-3-0 1-6-0 0H831. Scale=1.8 1 3x4 I I 2 3 3x4= 4 3x4 11 ' T1 SLI VYI va yyl W1 BL1 B1 2a4 II aN II >< 8 8 8 3x8= 3)_ 4-9-0 4-9-0 Plate Offsets X, 2:0-1-8,E e, 3:0-1-8,Edge],[6:0-1-8,0-"],[7:0-1-8,Edge] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 009 Vert(LL) -0.01 7 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 nla n/a BCDL 5.0 Code FRC201 OITP12007 (Matrix) Weight:31 Ib FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=289/Mechanical,5=289/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-312/0,2-8=-312/0 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6)DiGiaoomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard v Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-4=-122(F=-55) END OF TRUSS DESIGN DRAWINGS ALL ADDITIONAL INFORMATION IS PROVIDED SOLELY FOR USE AS REFERENCE. THE SUITABILITY AND USE OF THE PRECEEDING TRUSS DESIGN DRAWINGS FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-2002 SECTION 2. 27-10-0 18-10-0 9-0-0 6-8-0 1: (3 op LL LL. Ll. I I L L L6 9 00 rn H`4 't 4-7-0 op ADJUSTAS 4 NEEDED (4 C-4 oC4 C4 I F04 04 N C4 C4 N iA4d O ob ti op N CIO 4-0-0 8--0-o 1 u co 16" D.C. 16)',0.111. WE ob ED FLOOR HANGER SCHEDULE FLOOR TRUSS PLACEMENT PLAN 7 -THA422 - SIMPSON HANGERS BUILD ER MHAM DOG MATHIALS- LIR IWII 1751 HA OATS DIVE MUL %W%fn nml%a Ann 055 FOINH ADDITION Budding Hatetials, Inc. REOISIDN-- D11 Byim lu N15 UIOCVZ014 E'fl m,A 34 JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE 0� ® MiTek Industries,Chesterfield,MO Page 1 of 1 =Ell Note: T-Bracing/ I-Bracing to be used when continuous lateral bracing is impractical. T-Brace/ I-Brace must cover 90%of web length. O 00 Note: This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8"o.c. 2x4 or 2x6 or 2x8 16d 8"o.c. Specified Continuous ---- — ---- Rows of Lateral Bracing Note: Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 1x4(*)T-Brace 1x4(*) ll-Brace 2x6 1x6(*)T-Brace 2x6 11-Brace 2x8 2x8 T-Brace MI-Brace Nails Brace Size t for Two-Ply Truss Specified Continuous } Rows of Lateral Bracing / SPACING Web Size 1 2 , k G� 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB k 2x6 2x6 T-Brace 2x6 I-Brace k 2x8 2x8 T-Brace 2x81-Brace t T-BRACE Nails / Section Detail T-Brace Web Nails T-Brace/I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SYP webs are used in the truss, 1 x4 or 1 x6 SYP braces must be stress Web % I-B race rated boards with design values that are equal to (or better) the truss web design values. For SYP truss lumber grades up to#2 with 1X_bracing material, use IND 45 for T-Brace/1-Bra e Nails For SYP truss lumber grades up to#1 with 1X bracing material, use IND 55 for T-Brace/I Brape JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE - DD MiTek Industries,Chesterfield,MO Page 1 of 1 aaaaa a 00 a o0 a MiTek Industries,Inc. Nailing Pattern Note: L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace 1x4 or 6 10d 8"o.c. must cover 90%of web length. 2x4,6,or 8 16d 8"o.c. Note: Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 *•* t 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. —A a SPACING k A- WEB k L-Brace Size for Two-Ply Truss t L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 1 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Nails Section Detail aE— L-Brace a Web L-Brace must be same species grade(or better)as web member. - MARCH 12, 2009 - WEB BRACING RECOMMENDATIONS ST-WEBBRACE CR) MiTek Industries,Chesterfield,MO Page 1 Of 1 MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a oo BRACE O 00 BAY SIZE 24"O.C. — 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries,Inc. A B C D A B C D C D 10'-0" 1610 1886 1886 2829 12'-0 1342 1572 1572 23583143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 - - - - - — - -- 16-0" 1006 1179 1179 1768 2358 2358 3536 181-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2 29 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5')FOR 1 x4 BRACES,2-10d(0.131"x 3")FOR 2,0 and 2x4 BRACES,AND 3-10d(0.131"x3")FOR 2x6 BRACES. _--- - - — - — ----- -- 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-ad(0.131-X2.5-)NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131")3")NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.131')6")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C. 2 X 4#3,STD,CONST(SPF,DF,HF,OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —sbondustry.00m and w tpinslorg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SYP) T REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL.DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one method that can be used to provide stability against web buckling. JANUARY 1 , 2009 Standard Gable End Detail ST-GE130-001 ) L ___ MiTek Industries,Chesterfield,MO Page 1 of 2 — Typical_x4 L-Brace Nailed To 2x 2x Verticals W/10d Nails,6"o.c. Vertical Stud a 004 o 0o Vertical Stud )-16d Common DIAGONAL D / Wire Nails + BRACEk;� 16d MiTek Industries, Inc. Wir Common —Wire Nails DIAGONAL BRACE SECTION B-B Spaced 6"o.c. /---� + 4'-0"O.C.MAX (2)-10d Common --2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better [TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 12 !SECTION A-A w/(4)-10d Common Nails A Varies to Common Truss -- 2xa Stud _ DESIGN ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ** ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. B B 3x4= (4)-8d NAILS MINIMUM,PLYWOOD -- SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max Roof Sheathing NOTE: "1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. j 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3" (2)-1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. 10d NAILS // ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2) BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 1O NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF - rUSSeS @ 24" O.C.I DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)1O NAILS THROUGH 2x4. / x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed TO BLOCKING WITH(5)-1 Od COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 sPF std/stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM WIND SPEED=130 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.I DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail SHEET 2 0� ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0o Trusses @ 24" o.c. O OO n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. y (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. LMax.,,_-1-._1 IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE (CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) at1/ Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points x SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ \ ON INOTED. BLOCKING TRUSSESWITH(2) 10d NAIILS AT EACH TEND. ATTACH DIAGONAL BRACE TO BLOCKING WITH End Wall (5)-10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. cl_-y I ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR \! STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE TRUSS JANUARY 20, 2011STANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a oo CATEGORY II BUILDING D o o EXPOSURE B or C ASCE 7-02,ASCE 7-05 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. - SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH --- DIRECTIONS AND: _ 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR _ 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 101 AND 140 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) -- B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-ALT TRUSS CONNECTION DETAIL I MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a 00 CATEGORY II BUILDING oo EXPOSURE B or C ASCE 7-02,ASCE 7-05 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. --- SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH C ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D i WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C.AT permanent bracing per standard engineering practices or EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113"X 2")NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF IOd(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) ! 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS O 00 a o0 1.NAIL SIZE=3"X 0.131"=10d �JF-I 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek Industries, Inc. GABLE END,COMMON TRUSS 4. INSTALL VALLEY TRUSSES(24"O.C. MAXIMUM)AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. BASE TRUSSES VALLEY TRUSS TYPICAL i VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F,2 OR GIRDER TRUSS SEE DETAIL A BELOW (TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 ATTACH 2x4 CONTINUOUS NO.2 SYP MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO USP WS45(1/4"X 4.5") ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 WOOD SCREWS INTO EACH BASE TRUSS. CATEGORY II BUILDING PILOT HOLES SHALL BE DRILLED FOR THE EXPOSURE C INSTALLATION OF ALL WOOD SCREWS. WIND DURATION OF LOAD INCREASE:1.60 THE DIAMETER OF THE HOLES SHALL MAX TOP CHORD TOTAL LOAD=50 PSF CONFORM TO NDS-2001 SEC. 11.1.4. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF j ON THE TRUSSES 1.5"Max FEBRUARY 19, 2009 I LATERAL TOE-NAIL DETAIL ST-TOENAIL 0� ® MiTek Industries,Chesterfield,MO Page 1 of 1 1.TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN, BASED ON THE CONNECTION LAYOUT USED. a 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(Ib/nail) DIAM. I SYP DF HF SPF SPF-S r 0 .131 88 80 69 68 59 SQUARE CiUT p .135 93 85 74 72 63 N .162 118 108 93 91 80 SIDE VIEW SIDE VIEW vi (2x4,2x6) 2 3 NAILS � 2 NAILS 128 84 76 66 65 57 W OJ .131 88 80 69 68 +72 59 NEAR SIDE NEAR SIDE --t FAR SIDE N .148 106 97 84 82 Z ri NEAR SIDE — i FAR SIDE z .120 73 67 58 57 50 O .128 84 76 66 65 57 c 131 88 80 69 68 59 `43 .148 106 97 84 82 72 30.00' VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 3"NAIL IL " APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1 I"for "for IL NAIL EXAMPLE: 1-3/16"for 3.5"NAIL I ' (3)-16d NAILS(.162"diam.x 3.5")WITH SPF CHORD SPECIES L For load duration increase of 1.15: (nails)X 91 (Ib/nail)X 1.15(DOL)=314 Ib Maximum Capacity �- 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,2x4) 2 NAILS 45.00' — NEAR SIDE 45.00° NEAR SIDE SIDE VIEW (2x6) 1-1/2"for 3"NAIL 3 NAILS 1-5/8"for 3.25'NAIL NEAR SIDE 1-3/4"for 3.5 NAIL NEAR SIDE NEAR SIDE L FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL-UPLIFT' ' O� ® MiTek Industries,Chesterfield,MO Page 1 Of 1 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING a oo UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE =0 FOR LOADS IN OTHER DIRECTIONS. MiTek Industries,Inc. END VIEW SIDE VIEW 0.00° TOP PLATE _ OF WALL 1"FOR 3"NAIL L NEARSIDE 1-1/16"FOR 3.25'NAIL NEAR SIDE 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S (9 .131 59 46 32 30 20 NOTES: Z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES p .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE, EDGE DISTANCE.AND SPACING OF `° NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING _ 128 54 42 28 27 19 OF THE WOOD. Z 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH w 131 55 43 29 28 19 LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N 148 g2 4g 34 31 21 THE CONNECTION. Q ci Z (9 .120 51 39 27 26 17 p .128 49 38 26 25 17 o .131 51 39 27 26 17 _148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d NAILS(.162"diam.x 3.5")W ITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(Ib/nail)X 1.33(DOL for wind)= 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(Ib/nail)X 1.60(DOL for wind)= 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 lbs)Building Designer is responsible to specifiy a different connection. "'USE(3)TOE-NAILS ON 2x4 BEARING WALL "'USE(4)TOE-NAILS ON 2x6 BEARING WALL JANUARY 1 , 2009 BEARING BLOCK DETAIL ST-BLCK1 0� ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 FOR PLATE SIZES AND LUMBER GRADES oo IMPORTANT O 00 This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MiTek Industries,Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS REACTION ALLOWABLE LOADS -- - -NAILING PATTERN PATTERN GRADE (lb) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD SYP 2966 975 3941 0-4-10 2 ROWS @ 3'O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SYP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3"O.C. HF 2126 1159 (12 TOTAL NAILS) 3285 0-5-6 SPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS @ 3"O.C. HF 2126 1545 3671 (16 TOTAL NAILS) 0-6-0 SPF 2231 1508 3739 0-5-13 CASE 1 CASE 2 4"MINIMUM T HEEL HEIGHT 1 BRG BLOCK TO BE SAME 12'BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12 BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER (CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH "E"VALUES ' GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. i N Z 7 L _> E �c o c� � o g 3 O LL`omo ° o a� mm -� o `o �m a _� CL O m m C D O1 m -O a c o U c O p Eo m D mm yLc c � co r °o "� y o ° `0 07 m uo 30 3 a� � N mn c - c ° m o o u _ 0- -°cu E= ai > °U u m <n E� °'0 C: -C3 � cLio o� °o oro �a tea° �o a �� 3 -° m� og c �� mO� 3� o° ° a°� m �� 'o ° o0 of o ° m o � n� -°° N'S cam, ou = c 2C c cx `om m 0 mo o ° o am �'a o U � n c3 76 -E2 om ° o- -0N p� nm c °7 ° 7 C� 0 O U TC Om u a) a�> a c 3a pZ u `m° uo a - � ° u .0- ° c o o C • a ° c> -0 c o m � a u m m o c o _c ° Cc > 2�_ N m rn� Uo u oc 3 p -90 ° 0 'p m ma p CZ r w ° C •- °7 a o _0 7 � '^ N mm °; 20:oE � oo � o ->, o °Q �� m �� °O� °� m �c °� E "' �t > C -Cu- a�oomo ca r cmio� __o of „y ohm cow � o a`)= m m � Eam �� M O - >>-oc °�� 2� m °Y-° -0 E- C oa o �m o-M `oc E� -> ? `oa) +� ao W 3 i 2° roc o ago F700 o Lal �o �� u�o �D �° &cc °'� 3 2c o y=° 7 N n.� �•-rnu �.= ° m -5 -2 pP o ?moo mE no mo 5� N ='rn 'E oom 02 oc OC p jor(-0 Lo `ooh � m-o °7o 2� c•- cb c2- oS ou nm m°c) _yaci a>' :t c� E� oX Eo�o °o aua� 0� °7 �m �m 1- °coa°i Hm °) 70 �m c °o o Qom : ago LL O No o�a�L 0'o o0°' � � mm`o E� aix m� °2� ^o �� Ea o` o °o mcm amm EQ co o ff xo u�� E o° � oo Lm °� Win° a� �a� meg, clicn. ° uo � � Em o�7a as �?�'� IL vy � cr E moo cc oo °' � �.0 �o ma)m rm E au `oo> o ° ou 3.uN °a o) - m, u rn mm 00 p mu .0-'u u'v o c `o m mo- C: 4 �o ° ° ciio aa�° o6 ° a) m mo C oaE _ Eom a° m c cn o m >o '>�o z — O Q� �3E$ z� a-°n U aoo ❑L. �� » Umu a5 Jcn oo. m°o U oo Baa) wo oQ O cV ri V LO •o co P O LL � N c'7 � �i �O n y P N (180H0 dOl S VJ h LU 0 V'y Dh�7 U Y U c° `= r- �� z ° 9•fM V Q-40 O C LU }� 3 ° w z z 00 N C1.1 Q ° N _C U D W W W Ol v/ O2 cli g � = ma ~ Q 0 ° � w U �z W > N a E. ❑ 3 �_ o O LO M .� w � z m W oe w w L N O L-lM O 1, = .i.i ~ a NQ U O h nlu C `O CLU 1�o .p 01 LU }' ' v U' W Z� U Q uiMZM U ~ ce = N coOD QZ N LU P alo m z 0;, 0:E O U ce'I w^ a2lOHO d01 a c=i z' U u o"',z a i c U CA 0 > r2 `v foo cam} °v O N C� d a) a C� p- C D N 2 0) ° a� c n Q� y c.o ` v°v c �° 0 0r,-0 v0 a) r a) c•�0 04) > a) UY ccC) Nd o)E . y QQ •aocooDaicc�°° c �? o~° flNav! �O o Ucao2O �a }a) o ° E o'c � °� � OF-.-� ac uof -0o � og_ N2 Z C o �� aZ = a) om �a) c 0,- a) o70 �� a3oornvNuO Z c- _ � ° a aa)oo° o ouoO ° 0aa� Xo0 � 0c0 O u ❑ ° O�0 �(T° cr J -° jOUo �oQo a `� �u eo= S- 2c to) Z d � NUcaoo i' O G Q Q e^nv F• U Ut � '00 9 ao2 � : 0. °. mr C: °oa)jaZ052 20U c U k4O H X Z d O ., uj a 4 Q m cQ ❑m i ENGINEERING COVER SHEET \\\��\` gULt 0 Job Number: 73058656 `z- Ns�• X0 Sold To: DURHAM BUILDING MATERIALS v : 59660 Ship To: 1751 SEA OATS DRIVE Lot/Block/Subdivision: Model: GROSS RESIDENCE ADDITION - ROOF o STATE OF County: DUVAL �: /011111111\\\\\\ 10/9/14 Design Code: FRC 2010/TP12007 Design Method: MWFRS/C-C Hybrid Wind ASCE 7-10 Wind speed (mph): 130 mph Design Software: MiTek 20/20 —Version 7.35 Total Roof Load: 37 psf Total Floor Load: 55 psf Engineer or Professional of Record: FILE COPY UNKNOWN AT TIME OF PRINTING This package includes 4 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss 10 Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 R01 10/09/14 16 31 46 61 2 R02 10/09/14 17 32 47 62 3 R03 10/09/14 18 33 48 63 4 R04 10/09/14 19 34 49 64 5 20 35 50 65 6 21 36 51 66 7 22 37 52 67 8 f26 38 53 68 9 39 54 69 10 40 55 70 11 41 56 71 12 27 42 57 72 13 28 43 58 73 14 29 44 59 �75 15 30 45 60 DIGIACOMO ENGINEERING INC. Charles P DiGiacomo P E (Truss Design Engineer; FL PE License#59660 3184 Litchfield Dr. Orange Park FL With my embossed seal affixed to this sheet, I hereby certify that I am the truss design engineer for the truss designs listed above only. This index sheet to be compliant with 61G15-31.003 sec.5 of the Florida Board of Professional Engineers. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed above. The suitability and use of each Truss design drawing for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2. Unless noted above, there is no Structural Engineer Of Record at the time these drawings were sealed. WARNING-Trusses require extreme care in fabrication, handling, shipping, installing and bracing. Refer to BCSI 1-03 published by TPI and WTCA for safety practices prior to performing these functions. The engineer's signature on this packet certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified,will bear the loads shown on the drawings. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineers seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-2002 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral/vertical loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical/lateral loads down to the foundation, the design of the foundation or analyses in connection with the roof and/or floor diaphragms of the building. s r 2 Job Truss Truss Type Qty Ply -- ROOF R01 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 22:08:58 2014 Page I D:cOquKxCrA0wDeOFgv6P54yagGC-iJZPRXY4hBq_WJFZeXnbQ?dWm 1 AFc7Uu572bcWV1! 29-10-0 -2-0-0 13-11-0 27-6-8 27-119-0 2-0-0 13-11-0 13-7-8 04-8 2-"=1:51 2 4x4= 13 14 12 7549 4811 18 10 T 17 9 T 38 T 18 8 T 37 54= 35 T 19 T 38 34 T 20 5.0012 3x1011 8 T 39 33 T 21 3x1011 PZ 5x811 5 T 40 32 T 22 23 5x811 T 50 41 31 24 T 42 30 T 26 435,00 F12 29 2 M 8 45 27 i 3x4 3x4 26 48 13-11-0 27-10-0 13-11-0 13-11-0 Plate Offsets X, 12:0-5-8,0-2-4],[2119-5-8,0-2-4]_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.22 Vert(LL) -0.02 25 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.04 25 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code FRC2010/fP12007 (Matrix) Weight: 151 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W2:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-10-0. (lb)- Max Horz46=-72(LC 17) Max Uplift All uplift 100 Ib or less at joint(s)37,38,39,40,41,42,43,44,35, 34,33,32,31,30,29,28 except 46=-168(LC 8),26=-130(LC 9),45=-140(LC 12),27=-11O(LC 13) Max Grav All reactions 250 Ib or less at joint(s)46,26,36,37,38,39,40,41, 42,43,44,45,35,34,33,32,31,30,29,28,27 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-46=-225/386,10-48=-99/258,11-48=-93/260,11-12=-112/298, 12-13=-124/331, 13-14=-124/322, 14-15=-112/265,24-26=-225/345 NOTES (13-14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf,h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Corner(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 13-11-0,Comer(3)13-11-0 to 16-11-0 zone; end vertical left and right exposed,porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 05)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)37,38,39,40,41,42, 43,44,35,34,33,32,31,30,29,28 except(jt=lb)46=168,26=130,45=140,27=110. Continued on page 2 - ---- Job Truss Truss TYPe Oty- ply-- ROOF lyROOF RO1 GABLE 1 1 Job Reference(option 7.350 s Sep 27 2012 MTek Industries,Inc. Thu Oct 09 22:08:59 2014 Page: NOTES (13-14) I D:cOquKxC rAOwDeO Fgv6 P54_yagGC-AV7nftZiS Vyr7TgIC EI gzCAh WR WU Lak2 KnolTMyV 1', , 11)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)36,37,38,39,40,41,42,43,44,45,35,34,33,32,31,30,29,28,27. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 14)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusse require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard i Job Truss Truss Type Qty ply ROOF R02 'SCISSORS 5 1 Job Reference(optional_ 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 22:09:012014 Page I D:cOquKxCrAOwDeOFgv6P54yagGC-6uFX4Yay_6CZN n_7KfKJ2dFO6E8fpMl Ko5H PYEyV1! , -2-0-0 , 4-8-10 , 9-1-12 1 13-11-0 18-8-4 1 23-1-6 27-10-0 ?9-10-0 2-0-0 4-8-10 4-5-2 4-9-4 4-9-4 4-5-2 4-8-10 2-0 0 Scale=1:50 -x 4x4= 5 5.00 12 19 3x1� 16 3x4 4 6 13 5x6 54 5x8= 3 7 14 34 17 3x4 3x4 203x8 2 1 8 15 11 9 3x4 5.00 12 3x1 18 10 2x4 11 2x4 11 4-8-10 1 9-1-12 13-11-0 18-8-4 23-1-6 1 27-10-0 1 4-8-10 4-5-2 4-9-4 14-9-4 14-5-2 14-8-10 Plate Offsets X, [3:0-3-0.0-3-0], :073-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.08 14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.23 Vert(TQ -0.15 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:152 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W1:2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=605/0-5-8 (min.0-1-8),10=211/0-5-8 (min.0-1-8),12=1136/0-3-8 (min.0-1-11) Max Horz 16=-170(LC 10) Max Upliftl6=-340(LC 12), 10=-335(LC 9),12=-327(LC 12) Max Grav 1 6=706(LC 2),10=331(LC 28),12=1312(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-737/398,2-17=-1298/539,3-17=-1254/552,3-4=-1568/658,4-18=-760/168, 5-18=-717/178,5-19=-7181199,6-19=-764/185,6-7=-269/1172.7-20=-101/1077, 8-20=-153/1064,8-10=-290/663 BOT CHORD 15-16=-106/528,14-15=-578/1364,13-14=-569/1596, 12-13=-1109/442,11-12=-592/164 WEBS 2-15=-424/1085,3-15=-359/236,4-13=-799/565,5-13=0/443,6-13=-358/1675, 6-12=-967/271,7-12=-867/807,8-11=-813/118 NOTES (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vint=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 13-11-0,Exterior(2)13-11-0 to 16-11-0 zone; end vertical left and right exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`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 1. between the bottom chord and any other members. 5)Bearing at joint(s)16, 10 considers parallel to grain value using ANSI/TPI 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 100 Ib uplift at joint(s)except Qt=lb)16=340, 10=335,12=327. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued onpage 2 JobTruss - Truss Type Qty Ply ROOF R02 SCISSORS 5 1 Job Reference��tiona� ---- 7.350 sSep 27 2012 MiTek Industries,Inc. Thu Oct 09 22:09:01 2014 Page I D:cOquKxC rAOwDeOFgv6 P54yagGC-6u FX4Yay_6CZN n_7 KfKJ2d FO6E8fpM I Ko5 H PYEyV 1 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusse require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply 7- ROOF R03 SCISSORS 12 Job Reference(optional) 7.350 s Sep 272012 MiTek Industries,Inc. Thu Oct 09 22:09:03 2014 Page I D:cOquKxCrAOwDeOFgv6P54yagGC-2H N I UEcDVkSHc58WR4Mn72KOi2o_H D8dFOmWc7yV1 -2-0-0 5-4-4 9-7-10 1 13-11-0 1 18-2-6 22-5-12 27-10-0 ,29-10-9 2-0-0 5-44 4-3-6 14-3-6 4-3-6 4-3-6 15-4-4 1 2-0-0 Scale=1:50 4x4= 5 5.00 12 3x4 18 10 9x4 4 a 5x8% 73 5x8 8x8= 7 3 14 12 3x4 3x4 3x5 17 203x58 2 15 11 y W3x4 5.00 12 10 18 2x4 11 2x4 11 5-44 1 9-7-10 13-11-0_ } 18-2-6 1 22-5-12 27-10-0 5-44 4-3-6 4-3-6 4 -3 -0 4-3-6 - 5-4-4 Plate Offsets X, [3:0-",0-3-01,[7:0-3-0,0-3-0] - LOADING(psf) SPACING 14-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.25 13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.56 13 >592 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.53 10 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:152 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except' BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. W1:2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=651/0-5-8 (min.0-1-8),10=651/0-5-8 (min.0-1-8) Max Horz 16=49(LC 10) Max Upliftl6=-298(LC 12), 10=-298(LC 13) Max Gravl6=757(LC 2),10=757(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-805/347,2-17=-1879/600,3-17=-1845/611,3-4=-2736/814,4-18=-3009/736, 5-18=-2984!742,5-19=-2984/751,6-19=-3009/745,6-7=-2728/735,7-20=-1830/551, 8-20=-1863/540,8-10=-774/372 BOT CHORD 14-15=-625/1902,13-14=-742/2720,12-13=-610/2712, 11-12=-512/1888 WEBS 5-13=-456/2129,6-13=-53/324,6-12=-278/104,7-12=-1571761,7-11=-538/204, 8-11=-436/1649,4-13=-6/324,4-14=-276/99,3-14=-146/756,3-15=-530/224, 2-15=-491/1631 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 13-11-0,Exterior(2)13-11-0 to 16-11-0 zone; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).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. 5)Bearing at joint(s)16,10 considers parallel to grain value using ANSI/TPI 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 100 Ib uplift at joint(s)except at=lb)16=298, 10=298. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on Rage 2 __ --- - - -- — Job Truss Truss Type Qty -_ Ply ROOF R03 SCISSORS 12 1 _Job Reference(optional) 7.350 s Sep 272012 Ml I ek Industries,Inc. Thu Oct 09 22:09:03 2014 Page: ID:cOquKxCrAOwDeOFgv6P54yagGC-2HNIUEcDVkSHc58WR4Mn72KOi2o HD8dFOmWc7yV1t 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard r Job Truss Truss Type Qty Ply ROOF R04 GABLE 1 1 __jJob Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 22:09:07 2014 Page I D:cOq uKxC rAOwDeOFgv6P54_ragGC-x2cpKcfjZyyj5iR HgwRjHuV3efETDCODAOkjkuyV 1 e 29-10-0 -2-0-0 13-11-0 27-6-8 27-119-0 1 2-0-0 13-11-0 - - 13-7-8 0-3-8 4X4= 13 14 12 1549 1871 18 10 T T 17 9 T 38 T 18 8 T 37 5X8=35 19 7 T 38 34 20 5.00 12 3X10 II B T T 39 33 T T 21 22 3X10 II 5x611 5 40 32 T 23 so 5x6 II 41 31 24 T 42 30 T 4329 25 44 5.00 12 28 45 27 48 3X4 03X4 26 13-11-0 27-10-0 { 13-11-0 13-11-0 Plate Offsets X, [2:0-5-0,0-24j, 24:0-5-0,0-2-4 LOADING(psf) SPACING 14-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.02 25 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.02 25 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code FRC2010frP12007 (Matrix) Weight: 151 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W2:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-10-0. (lb)- Max Horz46=-48(LC 17) Max Uplift All uplift 100 Ib or less at joint(s)26,37,38,39,40,41,42,43,44, 45,35,34,33,32,31,30,29,28,27 except 46=-112(LC 8) Max Grav All reactions 250 Ib or less at joint(s)46,26,36,37,38,39,40,41, 42,43,44,45,35,34,33,32,31,30,29,28,27 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 246=-150/257 NOTES (13-14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf,h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Corner(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 13-11-0,Comer(3)13-11-0 to 16-11-0 zone; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)-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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)26,37,38,39,40,41, 42,43,44,45,35,34,33,32,31,30,29,28,27 except(jt--lb)46=112. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)36,37,38,39,40,41,42,43,44,45,35,34,33, 32,31,30,29,28,27- 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page.2 - Job Truss Truss Type rQty 1Ply ROOF I R04 GABLE 1 1 - -1 — -— -- — -- — - I Job Reference(optiona)-- 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 09 22:69:67M4 Page: I D:cOquKxCrAOwDeOFgv6 P54_yagGC-x2cpKcfjZyyj5i R HgwRjHuV3efETDCO DAOkjkuyV 1� 13)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 14)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusse require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard END OF TRUSS DESIGN DRAWINGS ALL ADDITIONAL INFORMATION IS PROVIDED SOLELY FOR USE AS REFERENCE. THE SUITABILITY AND USE OF THE PRECEEDING TRUSS DESIGN DRAWINGS FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-2002 SECTION 2. 27-10-0 18-10-0 9-0-0 R01 R02 R02 - o O !a o E _ co o d6 cj I ; R02 �I i R02 - - - R03 - R03 ja 04 R03 V Uco . R03 R03 R03 - - -- R04 HOOF THUSS PLACEMENT PLAN BUILDER PAHAM D06 MATHIAL5 LER BOCRES. 17515EA OATS DIVE Bulling Materials,Inc. G�055 U5IDENGE ADDITION REUISIUR. SERE ORTE mm By ,p9 w N15 niov2014 EL0 73058734 JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE F U MTek Industries,Chesterfield,Mo Page 1 of 1 Note: T-Bracing/ I-Bracing to be used when continuous lateral bracing is impractical. T-Brace/ I-Brace must cover 90%of web length. Note: This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries, Inc. I webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8"o.c. c 2x4 or 2x6 or 2x8 16d 8"o. . Specified Continuous -- - -- ----- - -- -- - ---- - Rows of Lateral Bracing Note: Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 1x4(*)T-Brace 1x4(*) I-Brace 2x6 1 x6(*)T-Brace 2x6 11-Brace 2x8 2x8 T-Brace MI-Brace Nails Brace Size for Two-Ply Truss Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 k � � 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k WEB 2x6 2x6 T-Brace 241-Brace 2x8 2x8 T-Brace MI-Brace T-BRACE Nails Section Detail �T-Brace Web Nails T-Brace/I-Brace must be same species and grade(or better)as web member. (*) NOTE: If SYP webs are used in the truss, 1 x4 or 1 x6 SYP braces must be stress Web X I-Brace rated boards with design values that are equal to (or better) the truss web design values. For SYP truss lumber grades up to#2 with 1 X_bracing material, use IND 45 for T-Brace/I-Brace' Nails/ For SYP truss lumber grades up to#1 with 1 X_bracing material, use IND 55 for T-Brace/I Brace' JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE MiTek Industries,Chesterfield,MO Page 1 of 1 DLIDE] O 00 D 00 a MiTek Industries,Inc. Nailing Pattern Note: L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace 1x4 or 6 10d 8"o.c. must cover 90%of web length. 2x4,6,or 8 16d 8"o.c. Note: Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1 x4 *** k 2x6 1x6 **` 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. SPACING k WEB k L-Brace Size for Two-Ply Truss t - L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. Nails j Section Detail F L-Brace a Web L-Brace must be same species grade(or better)as web member. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE F--1 ® MTek Industries,Chesterfield,MO Page 1 of 1 Ey]�][] MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a 0o BRACE O 00 n BAY SIZE 24"O.C. 48"O.C. 72"O.C. - BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries, Inc. A B C D A B C D C D 10'-0" 1610 1886 1 1886 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS L DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HE,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131")2.5")FOR 1x4 BRACES,2-10d(0.131"x 3")FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131")0")FOR 2x6 BRACES. ----- - - - 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x0)NAILS FOR 24 and 2x4 LATERAL BRACES,AND 3-10d(0.131"x3")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. -- 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwwsbcindusiry.com and www.Ipinstorg D 2 X 6#3 OR BETTER(SPF,DF,HE,OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL.DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL ---RESTRAINT 2-1 Od NAILS (SEE NOTE 4) TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one "i method that can be used to provide stability against web buckling. JANUARY 1, 20og Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 Typical_x4 L Brace Nailed To 2x- 2x_Verticals W/10d Nails,6"o.c. i Vertical Stud o 0o Vertical Stud (4)-16d Common DIAGONAL &� �� Wire Nails BRACE � \V/ri U MiTek Industries, Inc. 16d Common SECTION B B0Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0"O.C.MAX - (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x Verticals 12 SECTION A A w/(4)-1od Common Nails A Varies to Common Truss 2x4 Stud * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA A TO TRUSSES WITH(2)-10d NAILS AT EACH END. �Ic�r ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5)-10d COMMON WIRE NAILS. B B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathing--I NOTE: -- _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-T (2)-1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. /Trusses @ 24" o.c.: 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. p TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall 1 - - HORIZONTAL BRACE 2 DIAGONAL (SEE SECTION A-A) Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3- 1 6-0-4 1 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 1 5-2-10 1 7-1-15 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8. 4 Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM MAXMEA RIOOF HEIGHT 1330 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. f JANUARY 1, 2009 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATEDIAGONAL � 24" DICONI TO THE BOTTOM CHORD 0 0 00 n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries,Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. V,3„ Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO 'THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ ,MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Dlag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 pOIr1fS SUPPORTING THE BRACE AND THE TWO TRUSSES If needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES 1 STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. IAN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD / GABLE TRUSS -- -- - JANUARY 20, 2011 STANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET u MAX TRUSS SPACING=24"O.C. a oo CATEGORY II BUILDING a 00 EXPOSURE B or C ASCE 7-02,ASCE 7-05 .-DURATION OF LOAD INCREASE:1.60 MiTek USA, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. ---- -_-- SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH — DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 it. E-FOR WIND SPEEDS BETWEEN 101 AND 140 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. - 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012STANDARD PIGGYBACK ST-PIGGY-ALT TRUSS CONNECTION DETAIL - - MiTek USA,Inc. • �� fl MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a 00 CATEGORY II BUILDING a 00 EXPOSURE B or C ASCE 7-02,ASCE 7-05 ' DURATION OF LOAD-INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. — - SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH C ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. i SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C.AT permanent bracing per standard engineering practices or EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113"X 2")NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, • NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 �0 (:) MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS O 00 a o0 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT u 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek Industries, Inc. GABLE END,COMMON TRUSS 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 11 II I II II II ; II II II II 11 II II 11 „ II II I I, II II II II II II I II II 1� II II II 11 �� II �I II it II II II I, 11 11 I I II II II II 11 ,I II II II II II I II II II II II II II II II it II II I I II II 11 II II 11 II 11 I 11 II II I I II II 11 BASE TRUSSES VALLEY TRUSS TYPICAL LL—L--t--II VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 ATTACH 2x4 CONTINUOUS N0.2 SYP MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO USP WS45(1/4"X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 PILOT HOLES SHALL BE DRILLED FOR THE CATEGORY II BUILDING INSTALLATION OF ALL WOOD SCREWS. EXPOSURE C THE DIAMETER OF THE HOLES SHALL WIND DURATION OF LOAD INCREASE:1.60 CONFORM TO NDS-2001 SEC. 11.1.4. MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES -:�11-1.5"Max FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL MiTek Industries,Chesterfield,MO Page 1 of 1 1. TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN, BASED ON THE �� CONNECTION LAYOUT USED. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. MiTek Industries, Inc. 3.ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S .131 88 80 ss 68 59 1 SQUARE CUT Z O .135 93 85 74 72 63 J u� 1g2 118 108 93 91 80 SIDE VIEW SIDE VIEW J (2x4,2x6) (2x3) 3 NAILS 2 NAILS C=7 Z .128 84 76 66 65 57 NEAR SIDE NEAR SIDE w .131 88 80 69 68 59 J N .148 106 97 84 82 72 — FAR SIDE _ _1 FAR SIDE z NEAR SIDE vi a .120 73 67 58 57 50 p .128 84 76 66 65 57 J o .131 88 80 69 68 59 148 106 97 84 82 72 30.00' VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 1"for 3"NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1-1/16"for 3.25"NAIL' 1-3/16"for 3.5"NAIL EXAMPLE: (3)- 16d NAILS(.162"diam.x 3.5")WITH SPF CHORD SPECIES L I For load duration increase of 1.15: 3(nails)X 91 (Ib/nail)X 1.15(DOL)=314 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,2x4) 2 NAILS 45.00' NEAR SIDE 45.00* NEAR SIDE SIDE VIEW (24) 1-1/2"for 3"NAIL 3 NAILS 1 5/8"for 3.25"NAIL NEAR SIDE 1-3/4"for 3.5"NAIL NEAR SIDE � NEAR SIDE J FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL-UPLIFT F--]= ® MiTek Industries,Chesterfield,MO Page 1 of 1 oc THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE F'l FOR LOADS IN OTHER DIRECTIONS. MiTek Industries, Inc. END VIEW SIDE VIEW 30.00* TOP PLATE OF WALL 1"FOR 3"NAIL NEAR SIDE 1-1/16 FOR 3.25"NAIL NEAR SIDE L 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S 131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES p 135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE Un .162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. Cl) 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING z •128 54 42 28 27 19 OF THE WOOD. w OJ .131 55 43 29 28 19 3, ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH _ LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N .148 62 48 34 31 21 THE CONNECTION. z " z .120 51 39 27 26 17 O .128 49 38 26 25 17 o .131 51 39 27 26 17 6 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(Ib/nail)X 1.33(DOL for wind)= 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(Ib/nail)X 1.60(DOL for wind)= 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 lbs) Building Designer is responsible to specifiy a different connection. "'USE(3)TOE-NAILS ON 2x4 BEARING WALL "'USE(4)TOE-NAILS ON 2x6 BEARING WALL JANUARY 1 , 2009 BEARING BLOCK DETAIL ST-BLCK1 REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 FOR PLATE SIZES AND LUMBER GRADES u IMPORTANT a 00 This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MiTek Industries,Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (Ib) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD SYP 2966 975 3941 0-4-10 2 Rows @ 3"O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 - SYP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3"O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NAILS) SPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS HF 2126 1545 3671 0-6-0 (16 TOTALL NAILS)3"O.C. SPF 2231 1508 3739 0-5-13 CASE 1 CASE 2 4"MINIMUM T HEEL HEIGHT 1 BRIG BLOCK TO BE SAME 12"BLOCK SIZE,GRADE,&SPECIES - AS EXISTING BOTTOM CHORD. 12"BLOCK APPLY TO ONE FACE OF TRUSS. 1-6 NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH "E"VALUES • GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. H Zoc o m� 126-R Z5 o 03 O m CEO m �� o nm = c U o m g o oo ° m � �o L L- o - ac _ c O c o o m a c° E� m > c N 'p�p)W O J C L L., O C a� ° -aC .N-6 _O O - .3 O O U m U a� a) 3CL m m° ° a°� m as �nc`o oa°� 40 om mac- o o m o'c �u v Lt ] c-r OU �-�' m c� T� CU ck 6m OC _S O)O O O O.0 OL a) O V „ a) >- „o om `° °a -oz o� �m me c°�D, m o F_ � R. a u >_ o� co ° �C gQ U c> �Uc o2, .°F n om � o � o0 om o y o °O-6 �� ma o ? oz "L �o a�Z oo� �rn a ° -0� m o E € m� c 03 coE 0 oo � o > `o �Q �� m °� U- - o m �c o0 m �C > O c° ��ov CQ a� L °� -� E= r? °� °' gni =°� mo o °' ° dam U m'-> mm 2 rn 0 o a ° o o m ° E > ° U d n' > O �._ �•-oc -° 2mt Y-° U o _ 0 00 m-° c o `off °•c W > N OO7 m� o NO •n aO t,;( yU _° HC �•C 3 m ° L �C �•-mu � C �Na 'o, U O O �b\ me L7 ° c O �C U C-C U c7_ 0a O '^ O mE 0 ° m° 7'=' N �'m t 6- (D ON O O -O scup me c� 2� c oo �2 .. � - ° n °m c m � m� o U CL ��°� co ooN o ocn m� c ° ��a o._ oa wm col ° m > _s om E2 O L- oX Eo�� -o= °a� 0.0- a)m m �� °om aia) �o '� ° oc -° o-ami LL O Ho mn� o �� n�� m ,E�' ?c mX °m ° ° �p �� E� o° °� ° c°� aim E� }O �° � ��m aXO °�� E om°o o° +m o� �� a� _�a-o °�, cLi� ° uo � Ea° o?� ti O � �?�� vY �� E moo cc °o °'- �cw 20 m �.m rm E„ m > o me U� °d - vi O m •n m>.U > U ->•z,O u.E C) O7 m = v.a) E 0 m U .0='V U'V O C C - `O m d .�C Q •� -°O j�0 0 m 0 Q m- O�Q m L C N C m O H O O U j�0. O Q O m O 0 a O m C- m� O m Z — O <_0 r=3 Eb Z� a�a U a.6 o � > » U U a._ --._ � m o U D o n m a ix°^ pQ U d c•i ri v �o cu oa o LL N c+i v vi -o r� o] oa N C8OHO dOl -2 S YJ L° W C N O W ° 9-fMQ Q O i 3o ad cd Wt W OJ N0 0) J O TP N Lu cl) U� W D=' W N LL u � .02 ° O m~v) am LL W Q J m` H co U �0 z Q V O E- O 3 �z v 0 19 M Wo -a nof neWw Lu Lu (V O L-TM O ^ J N Q CV Q rl U Q y N Q h n.-_-O a m W y W N Lu (h•O 0'O 4 O _ 'A �~ cwt_ O O ��P n �� U lu T z j U Q W c?04 F t- 4J °? w✓ ° QD LI) UN ^o^COo I Z =w wm p w �cri at° zO co w O� O U Q::"fW= GNOHOdOl �a� uz b U� aZa i :2 2 U O) C O ° ° in O C O C 4J 2 }• 01 ° N U 47 U N O c O O C O O aCC NpC U x � > y00 0rC0v- m 0•=�CL U 0 ZC-0 O co O o � ° u2-Uo go OCca Lu � o-o ) oa f -°- E 2 o ' -00,60 ° N C ZT DA O U o C DO O - ° EUnrnO ti �2 -b 2 Q oOOo32N2� HNo; 0-0 Z5 'Z �° < 42 0 E FL30 -C QoCo��V, Uooo°l$)3n � � oO UcomUo - ITQ - flCLEUOOQO N °� QUZ ONh C loU0).2O Z cC) NN CC aoc ° OO OmU r E O ►= _ r0 1-4 l �•• /� Q OLu p ~ FQ ?� m - n m w �I d Q m C Q D aUo