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1601 Atlantic Beach Dr Revisions 2014 TOR `Brothers " FILE COPY America's Luxury Home Builder° September 24, 2014 " Mr. Mike Jones City of Atlantic Beach L� 11 Ll I 800 Seminole Road SE 25 211 Atlantic Beach, FL 32233 L� By Dear Mr.Jon : Enclosed are plan revisions for our home we are building as our model home for Permit 14-1245 at 1601 Atlantic Beach Drive. 1-wanted,to,highlight the revisions that we made on thep lans: 1. The trusses were revised to add more detail to rear roof line. The view from the golf course showed too much roof with�At any architecture detail. Please see the structural engineering SK-2/ SK-3 (1), architectural plans (113) and revised truss engineering books (1C). The truss revisions did not alter the foundation plan structurally. Please see the attached letter from the engineer. Additionally, we made changes to the size of bedroom 4 and some other minor revisions. 2. This home will be our model home. We will be using the garage as the area that we will be doing presentation, etc. It will be converted back to a garage when we close down the model home. Our sales office will be in the front bedroom of the home. Due to this, we need to use the closet adjacent to the garage to access the bedroom area. Please see the attached sketch from the engineer labeled SK-4 for framing (2) and SK-5 for the foundation (2D) for the detail of the slab recess we need to create. Also, please see the revised energy calculations (213) for heating and cooling this area. We will be adding a zone to cool this area. I have included the arch. plan for the temporary sales office as a separate plan set (2C) for your use. 3. Lastly, please find SK-7 (3) that is clarifying the framing detail of the PSL/ Girder truss AG and the PSL column. I would be happy to come in and review these with you if you like. Please give me a call if so at 904 386-6472. Thank you for your time and help with this. ,incer , eve en Division Vice President New York Stock Exchange • Symbol TOL Florida North Division 160 Cape May Avenue, Ponte Vedra, FL 32081 • (904) 217-3852 • Fax (904) 460-2683 tollbrothers.com i _ x I 8" WIDE MONO FOOTING, SEE i 5 1/SK-1 5 I I 51.0 I 2—#5x30" DOWE� EPDXIED 6" MINI s 51.0 I I 3'-10'1 i I 6 0„ INT S EMWA a: o � I M r `CS F2.0 r 5 1'1 I ,, `G�'`O•\••�A�s•w.�Q�'�4 WOOD StAIRS L 11'-2" (POST) BY BU LDER I • N. NO. 1 •;2=_ CONCRETE STAIRS 11 —6 L— BY BUILDER. OF . � PARTIAL FOUNDATION PLAN 4'Ss/ONAIEo�,�``'',, ' FILE C #3 DOWAL BAR WITH 12" 90' HOOK 0 16" O.C. .._ 8" 8" EPDXIED 4" MIN EXISTING I EXISTING S&W SLAB ONGRADE • • SLAB ON � GRADE SL�L CJ • 4„ • • #4 HORIZONTAL REBAR #4 DOWAL BAR WITH 12" 90' HOOK @ 16" O.C. 1 SECTION Lou Ponti3o and SK— PROJECT LOT 1 ATLANTIC BEACH AMB. Associates , Inc . BUILDER TOLLBROTHERS -�FA-1420 Osceola Avenue lax. [leach.Florida 32250 106 NO. SHT.NO.Ph.242-0908 Fax.241-9557 TOLL-l4-00372 S K- 5 FL:CA#8344 SC:CA#3579 DATE 09.23.14 Citi f 6 +�/ r2J2 yT � N 1 N AM N A24 (2)2x6 BELOW POST ABOVE. STRAP POST \ x _J\ TOGETHER SHED ROOF, � a WITH (2)CS16. 2x6 FULL HEIGHT I Z PROVIDE SOLID BLOCKING °0 SEE 12fS.02 3 Go WALL N N WITHIN FLOOR SYSTEM. 2 ABO )2x6 SPF ' 2 � \ ' POST. - k a` STRAP HEADER \ �- PER 7/SO 1 PLY 9.25" VL-'2 (3)2x6 BELOW POST o _ N POST ABOVE. STRAP N I 9 TOGETHER WITH ( ) N 2 CS16. PROVIDE SOLID BLOCKING POST TO MATCH POST I WITHIN FLQQR_SYSTEM. FROM ABOVE. STRAP POST I _ TOGETHER WITH (2)CS16. PROVIDE SOLID BLOCKING I 10, POST F WITHIN FLOOR SYSTEM. I p I ROM-ABOVE. I So.z STRAP TO HEADER WITH m N (2)CS18. PROVIDE SOLID I a N vo PARTIAL 2ND FLOOR FRAMING PLAN pNER ...........Sq w,I 0. 7 61 FILE Copy ' ,- . � O F F10 P'eui 3- t d L P Lou P o n t i 3 o a n d PROJECT LOT l ATLANTIC BEACH AMB. Associates , Inc . BUILDER 420 Osceola Avenue TOLL B ROTH E RS lax. Beach,Florida 32250 JOB No. & A Ph.242-0908 Fax.241-9557 TOLL-14-00372 SHT.No. FL:CA#8344 SC:CA#3579 DATE 09.24.14 S K"4 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: CATALINA 4342 Sales Builder Name: Toll Brothers Street Lot 1 Atlantic Beach Country Club Permit Office: Duval Z City,State,Zip: Jacksonville,FL . Permit Number: I f- 1 7 Owner: Toll Brothers Jurisdiction: 261300 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(4425.8 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood, Exterior R=19.0 3953.30 ft' b. Interior Frame-Wood,Interior R=19.0 472.50 ft' 3. Number of units,if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 5 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (3840.0 sgft.) Insulation Area a.Under Attic(Vented) R=38.0 3540.00 ft: 6. Conditioned floor area above grade(ft') 5708 b.Knee Wall(Vented) R=19.0 300.00 ft2 Conditioned floor area below grade(ft') 0 c.N/A R= ft' 11.Ducts R ft= 7. Windows(673.8 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Attic 6 516 a. U-Factor: Dbl,U=0.34 673.83 ft' b.Sup: Attic,Ret:Attic,AH:Attic 6 380 SHGC: SHGC=0.27 b. U-Factor: N/A ft' Q.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 42.0 SEER:14.00 b.Central Unit 24.0 SEER:14.00 c. U-Factor: NIA ft' SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a.Electric Heat Pump 42.0 HSPF:8.00 SHGC: b.Electric Heat Pump 24.0 HSPF:8.00 Area Weighted Average Overhang Depth: 1986 ft. Area Weighted Average SHGC: 0.270 14.Hot water systems a.Natural Gas Tankless Cap' 1 gallons 8. Floor Types (5025.0 sqft.) Insulation Area EF:0.590 a.Slab-On-Grade Edge Insulation R=0.0 3540.00 ft' b. Conservation features b.Floor Over Other Space R=0.0 1485.00 ft' None c.NIA R= ft' 15.Credits Pstat Glass/Floor Area: 0.118 Total Proposed Modified Loads: 59.01 PASS Total Standard Reference Loads: 101.33 I hereby certify that the plans and specifications covered by Review of the plans and NTV q',,� this calculation are in compliance with the Florida Energy specifications covered by this Code. s� /f calculation indicates compliance 2 � // with the Florida Energy Code. I-�` ,. '`.:, ':• .?;On i PREPARED 3Y: / 1jj '�/� r� Before construction is completed %'- DATE: >? s/ this building will be inspected for a• compliance with Section 553.908 . I hereby certify that this building, a ned,is in compliance Florida Statutes. � � with the Florida Energy Code. D wi", OWNER/AGENT: s! BUILDING OFFICIAL: DATE: Q DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist t' P-evi-Src r) �r U S S n•� asR f_Q 5-{ S�r�(-e Gt r ct FILE COPY p 9&44a4ton area; motley hoe-n-4- 8/27/2014 10:27 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page t of 6 PROJECT Title: CATALINA 4342 Sales Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 5708 Lot# Owner: Toll Brothers Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers Rotate Angle: 0 Street: Lot 1 Atlantic Beach Co Permit Office: Duval Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City,State,Zip: Jacksonville 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 Blockl 3540 35400 2 Block2 2168 20195 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfiIID Finished Cooled Heated 1 1st Floor 3540 35400 Yes 3 2 1 Yes Yes Yes 2 2nd Floor 1485 13365 No 3 3 1 Yes Yes Yes 3 Sales 683 6830 No 2 0 1 Yes Yes Yes FLOORS F_,Zvislab-On-Grade Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet Edge Insulatio 1st Floor 39.5 It 0 2857 ft' 0 0 1 2 Floor Over Other Space 2nd Floor __-- -_-- 994 ft' 0 0 0 1 3 Floor Over Other Space 2nd Floor ---- ___- 491 ft' 0 0 0 1 4 Slab-On-Grade Edge Insulatio Sales 55 R 0 683 ft' -_-- 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 3959 ft' 886 ft' Medium 0.7 N 0.9 No 0 26.6 / ATTIC V / # Type Ventilation Vent Ratio(1 in) Area RBS IRCC ✓ 1 Full attic Vented 300 3540 ft' N N 8/2712014 10:27 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 1st Floor 38 2055 ft' 0.11 Wood 2 Under Attic(Vented) 2nd Floor 38 1485 ft' 0.11 Wood 3 Knee Wall(Vented) 2nd Floor 19 300 ft' 011 Wood WALLS Adjacent SCavity Width Height Sheathing Framing Solar Below pace # Ornt To Wait Type R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 21 SW Exterior Frame-Wood 1st Floor 19 8 9 10 0 87.5 ft' 0 0.25 0.8 0 2 S Exterior Frame-Wood 1 st Floor 19 40 6 12 0 486.0 ft' 0 0.25 0.8 0 3 SE Exterior Frame-Wood 1 st Floor 19 3 6 12 0 42.0 ft' 0 0.25 0.8 0 4 E Exterior Frame-Wood 1 st Floor 19 49 0 12 0 588.0 ft' 0 0.25 0.8 0 5 NE Exterior Frame-Wood 1 st Floor 19 3 6 12 0 42.0 ft' 0 0.25 0.8 0 6 N Exterior Frame-Wood 1 st Floor 19 33 5 12 0 401,0 ft' 0 0.25 0.8 0 7 W Exterior Frame-Wood 1st Floor 19 20 1 10 0 200.8 ft' 0 0.25 0.8 0 8 SW Exterior Frame-Wood 2nd Floor 19 8 9 9 0 78.8 ft' 0 0.25 0.8 0 9 S Exterior Frame-Wood 2nd Floor 19 40 9 9 0 366.8 ft' 0 0.25 0.8 0 10 E Exterior Frame-Wood 2nd Floor 19 39 9 9 0 357.8 ft' 0 0.25 0.8 0 11 N Exterior Frame-Wood 2nd Floor 19 46 9 9 0 420.8 ft' 0 0.25 0.8 0 12 W Exterior Frame-Wood 2nd Floor 19 40 9 9 0 366.8 ft' 0 0.25 0.8 0 13 NW Exterior Frame-Wood 2nd Floor 19 4 9 9 0 42.8 ft' 0 0.25 0.8 0 14 S 1st Floor Interior Frame-Wood Sales 19 22 9 9 0 204.8 ft' 0 0.25 0.8 0 15 E 1st Floor Interior Frame-Wood Sales 19 29 9 9 0 267.8 ft' 0 0.25 0.8 0 16 N Exterior Frame-Wood Sales 19 22 9 9 0 204.8 ft' 0 0.25 0.8 0 17 W Exterior Frame-Wood Sales 19 29 9 9 0 267.8 ft' 0 0.25 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SW Wood 1st Floor None .6 3 8 24 ft' WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V/ # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 SW 1 Vinyl Low-E Double Yes 0.34 0.27 20.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 2 SW 1 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft' 1 It 4 in 1 ft 0 in None Interior 5 3 SE 3 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft' 7 ft 4 in 1 ft 0 in None Interior 5 4 E 4 Metal Low-E Double Yes 0,34 0.27 128.0 ft' 9 ft 0 in 1 ft 0 in None Interior 5 5 E 4 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft' 4 ft 7 in 1 ft 0 in None interior 5 6 E 4 Vinyl Low-E Double Yes 0.34 0.27 45.0 ft' 12 ft 1 in 1 ft 0 in None Interior 5 7 NE 5 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft' 7 ft 4 in 1 ft 0 in None Interior 5 8 N 6 Vinyl Low-E Double Yes 0.34 0,27 30.0 ft' 1 ft 4 in 11 ft 0 in None Interior 5 9 N 6 Vinyl Low-E Double Yes 0.34 0.27 12.5 ft' 1 ft 4 in 11 ft 0 in None Interior 5 10 W 7 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft' 1 ft4 in 1 ft 0 in None Interior 5 11 N 6 Vinyl Low-E Double Yes 0.34 0.27 10-0 ft' 1 ft 4 in 11 ft 0 in None Interior 5 8/2712014 10:27 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 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 12 E 4 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft' 4 ft 4 in 1 ft 0 in None Interior 5 13 W 7 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 14 SW 8 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 15 N 11 Vinyl low-E Double Yes 0.34 0.27 60.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 16 N 11 Vinyl Low-E Double Yes 0.34 0.27 9.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 17 W 12 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft' 1 ft 4 in 1 ft0 in None Interior 5 18 W 12 Vinyl Low-E Double Yes 0.34 0.27 8.3 ft' 1 ft 4 in 1 ft 0 in None Interior 5 19 W 12 Metal Low-E Double Yes 0.34 0.27 33.3 ft' 1 ft 4 in 1 ft 0 in None Interior 5 20 S 9 Vinyl Low-E Double Yes 0.34 0.27 15,0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 21 E 10 Vinyl Low-E Double Yes 0.34 0.27 23.3 ft' 1 ft 4 in 1 ft 0 in None Interior 5 22 S 2 Vinyl Low-E Double Yes 0.34 0.27 16.0 ft' t ft 4 in 1 ft 0 in None Interior 5 23 NW 13 Vinyl Low-E Double Yes 0.34 0.27 12.0 ft2 1 ft 4 in 1 ft 0 in None Interior 5 24 W 17 Vinyl Low-E Double Yes 0.34 0.27 24.0 ft' 1 ft 4 in 1 ft 0 in None Interior 5 25 N 16 Vinyl Low-E Double Yes 0.34 0.27 24.0 W 1 ft 4 in 1 ft 0 in None Interior 5 26 W 17 Vinyl Low-E Double Yes 0.34 0.27 8.3 ft' 1 ft 4 in 1 ft 0 in None Interior 5 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 4491.7 246.59 463.74 .2844 4.8475 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 42 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:8 24 kBtu/hr 2 sys#2 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 42 kBtu/hr 1260 cfm 0.700000 1 5ys#1 2 Central Unit None SEER: 14 24 kBtu/hr 720 cfm 0.7 2 sys#2 HOT WATER SYSTEM Y # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.59 1 gal 60.9 gal 120 deg None 8/27/2014 10:27 AM EnergyGaugeO USA-FlaRes2010 Section 405.4,1 Compliant Software Page 4 of 6 FSEC SOLAR HOT WATER SYSTEM an Name Collector Storage Cert # Company y System Model# Collector Model# Area Volume FEF --jZ None None ft' DUCTS / ---Supply-- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 516 ft' Attic 210 ft' Default Leakage Attic (Default) (Default) 1 1 2 Attic 6 380 ft' Attic 259 ft' Default Leakage Attic (Default) (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling Jan Feb Mar A r Ma rj Jun X Ju X Au X Se Oct Nov Dec Venting Jan Feb lx�Mar �X�Apr May Jun Jul Aug Sep �C�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 8/27/201410:27 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: Lot 1 Atlantic Beach Country Club Jacksonville, FL, PERMIT#: MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION i SUMMARY OF REQUIREMEN7(S} Air leakage 402.4 CHECK To be caulked,Basketed,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. 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 and controls cooling system. Where forced-air furnace is primary system, Programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 Alf 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 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 Table 403.4.3.2. Provide switch or clearly marked circuit breaker in (electric)or shutoff(gas). Circulating system pipes insulated to= R-2 +accessible manual OFF switch. Mechanical ! 403.5 � Hames 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, crawispaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Poot pumps and pool Pump&Spas HP shall have the capability of Operating With at two ormoremore speeds.rsepower )Sof pas1 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 1' 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 equipment Tables 503,2.3. Equipment efficiency verification required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 8/27/2014 10:27 AM EnergyGaugee USA-FlaRes2010 section 405.4.1 Compliant software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 58 The lower the EnergyPerformance Index, the more efficient the home. Lot 1 Atlantic Beach Country Club, Jacksonville, 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 3953.30 ft' b.Interior Frame-Wood, Interior R=19.0 472.50 ft' 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 5 d.NIA R= ft' 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 3540.00 ft' 6. Conditioned floor area(ft) 5708 b.Knee Wall(Vented) R=19.0 300.00 ft' 7. Windows" Description Area c.NIA R= ft' 11.Ducts R ft' a. U-Factor. Dbl,U=0.34 673.83 ft' a.Sup:Attic,Ret:Attic,AH:Attic 6 516 SHGC: SHGC=0.27 b.Sup: Attic,Ret:Attic,AH:Attic 6 380 b. U-Factor: NIA ft' SHGC: 12.Cooling systems kBtulhr Efficiency c. U-Factor: NIA ft' a.Central Unit 42.0 SEER:14.00 SHGC: b.Central Unit 24.0 SEER:14.00 d. U-Factor: NIA ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 42.0 HSPF 8.00 Area Weighted Average Overhang Depth: 3.986 ft. b.Electric Heat Pump 24.0 HSPF:8.00 Area Weighted Average SHGC: 0.270 8. Floor Types insulation Area 14.Hot water systems Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 3540.00 W a.Natural Gas EF:0.59 b.Floor Over Other Space R=0.0 1485.00 ft' c.N/A R= ft2 b. Conservation features None 15,Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building F-�tw srgT Construction through the above energy saving features which will be installed (or exceeded) �o,. .� �,.,,a��F0 in this home before final inspection. therwise, a new EPL Display Card will be completed y``3', ; � ., based on installed Code corn atures. ',,,1 � ; Builder Signature: Date: 8/8�r u c S;a Address of New Home: /66/ o-fj�G Be All Pt. City/FL Zip: 1fr4V L,B / R 322?3 *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 A --- TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: CATALINA 4342 Sales Builder Name: Toll Brothers Street: Lot 1 Atlantic Beach Country Club Permit Office: Duval City,State,Zip: Jacksonville,FL, Permit Number: Owner: Toll Brothers Jurisdiction: 281300 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 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 cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. �- 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. Plumbing and wiring Insulation is•placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing,or sprayed/blown insulation extends behind i in and wirin . Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier se gratin 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. Fire lace Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Mc(;t)"W`aA Project Summary Job: Date: r ,gaa (Rest of House) By: cur►diriorring`1 �,�• McGowan's Heating &Air Conditioning, Inc. 4850 Collins Road Orange Park,A 32073 Phone:904-278-0339 Fax:904-278-0366 Email:bacobs@mcgowansac.com Web:www.mcgowansac.com For: Toll Brothers FI Notes: Catalina Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 94 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 19 °F Daily range M Relative humidity 50 % Moisture difference 47 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 29607 Btuh Structure 22113 Btuh Ducts 4208 Btuh Ducts 4891 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33815 Btuh Use manufacturer's data n Rate/swing multiplier 0.99 Infiltration Equipment sensible load 32581 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 2888 Btuh Fireplaces 0 Structure Ducts 741 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 2857 2857 Equipment latent load 3629 Btuh Volume(ft) 32166 32166 Air changes/hour 0.25 0.13 Equipment total load 36210 Btuh Equiv.AVF (cfm) 135 72 Req.total capacity at 0.70 SHR 3.9 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NA042 Cond CH14NA042 AHRI ref 6803260 Coil FB4CNP048 AHRI ref 6803260 Efficiency 8 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 28700 Btuh Heating output 40000 Btuh @ 47°F Latent cooling 12300 Btuh Temperature rise 27 °F Total cooling 41000 Btuh Actual air flow 1367 cfm Actual air flow 1367 cfm Air flow factor 0.040 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Aug-27 10:54:57 wrilgI1 tsofV Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 1 ...00 RES NC\Toll Brothers\CATALINA 4342 Sales.rup Calc=MJ8 House faces: W Job: ��sO�VRIl% Project Summary Date: Heating&Air UP STAIRS By: Conditioning :•. _,��«• McGowan's Heating &Air Conditioning, Inc. 4850 Collins Road Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:j acobs@mcgowansac.com Web:www.mcgowansac.com Project Information For: Toll Brothers FI Notes: Catalina Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 94 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 19 °F Daily range M Relative humidity 50 % Moisture difference 47 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 19881 Btuh Structure 16006 Btuh Ducts 2247 Btuh Ducts 2664 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 22127 Btuh Use manufacturer's data n Rate/swing multiplier 0.99 Infiltration Equipment sensible load 17415 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2492 Btuh Ducts 400 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 2168 2168 Equipment latent load 2892 Btuh Volume(ft') 20706 20706 Air changes/hour 0.32 0.17 Equipment total load 20307 Btuh Equiv.AVF(cfm) 112 60 Req.total capacity at 0.70 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NA024 Cond CH14NA024 AHRI ref 6803735 Coil FB4CNF024 AHRI ref 6803735 Efficiency 7.8 HSPF Efficiency 11.5 EER, 14 SEER Heating Input Sensible cooling 16240 Btuh Heating output 22600 Btuh @ 47°F Latent cooling 6960 Btuh Temperature rise 27 °F Total cooling 23200 Btuh Actual air flow 773 cfm Actual air flow 773 cfm Air flow factor 0.035 cfm/Btuh Air flow factor 0.041 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Aug-27 10:54:57 Wrlghtslofr Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 2 ...00 RES NC\Toll Brothers\CATALINA 4342 Sales.rup Calc=MJ8 House faces: W " First Floor 6x14 12x6 8" 7^ y Tr GREAT ROOM MASTER BED 6 x 14 12" 8,. 14x6 14x6 6' 8^ 12x6 14" 7 10 x 6 Ret Riser 16 x 16 16 611 18. 24 x 18 p 4 x 8 8 T Riser 4x8 4" „ 4" 3"F DINING Riser HIS WC 10 x 10 16" Sup 10 x 1 ALL Riser LAUND 9^ 10" 10 x 6 4 x ,LOSET 6., � 4.. 12 x 12 12 x 6 91. 7^ M/1031TER BATH 10' 4 x 8 10" 3"Fan 4" 10 x 6 STUDY HERS f" FOYER 12x6 12x6 n,myr.nffc. 6x10 6 Y Fan POW R' 8x4 14x14 sales area 4 4x8 4 14 x 14 WI 2 12^ 3"Fan6x14 BED 2 H 6.. 6x10 5' Job #: McGowan's Heating & Air Conditioning Scale: 1 : 106 Performed for: Page 1 Toll Brothers 4850 Collins Road Comfort Builder by Wrightsoft Orange Park,FI 32073 13.0.15 RSU12270 FI Phone:904-278-0339 Fax:904-278-0366 2014-Aug-2710:55:21 www.mcgowansac.com Jacobs@mcgowansac.com ...Brothers\CATALI NA 4342Sales.rup N 2ND FL bed 5 12x6 12x12 7' 9' Ret Riser 18" 18 Sup bath 3 Riser 4 x 8 8 x 4 1NaY 12 4.. 4.. 12 12 16Sap " 10 1 91. ^ mec nfini ed 16" Riser 10.1 Sup Riser 16" BED 6x12 7 2-way 12x6 7.. 8x4 8 x 4 T 4" 4" 18x18 BATH SINKS 9" 3"Fa ® 10.. n 6 x 12 12 x 12 7" STAIRS/FOYER UP 12x6 9.. 7„ LOFT BED 4 6x12 7' Job #: McGowan's Heating & Air Conditioning Scale: 1 : 106 Performed for: Page 2 Toll Brothers 4850 Collins Road Comfort Builder by Wrightsoft Orange Park,FI 32073 13.0.15 RSU12270 FI Phone:904-278-0339 Fax:904-278-0366 2014-Aug-2710:55:21 www.mcgowansac.corn jjacobs@mcgowansac.com ...Brothers\CATALINA 4342 Sales.rup �r Duct System Summa Job: �''�.C�oW'a11 y � Date: Heating&Air (Rest of House) By: �Sr+clitiorting McGowan's Heating &Air Conditioning, Inc. 4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:pacobs@mcgowansac.com Web:www.mcgowansac.com 0111ramr-M •=71 • For: Toll Brothers FI Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply/return available pressure 0.355/0.145 in H2O 0.355/0.145 in H2O Lowest friction rate 0.129 in/100ft 0.129 in/100ft Actual air flow 1367 cfm 1367 cfm Total effective length (TEL) 387 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (Cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk LAUNDRY c 78 3 4 0.172 4.0 Ox 0 VIFx 39.1 167.0 st8 WC c 23 0 1 0.164 4.0 Ox 0 VIFx 44.0 172.0 st8 MASTER BATH h 1862 75 35 0.168 6.0 Ox 0 VIFx 43.7 167.0 st8 HERS c 25 1 1 0.167 4.0 Ox 0 VIFx 45.5 167.0 st8 HIS h 543 22 7 0.164 4.0 Ox 0 VIFx 49.5 167.0 st8 MASTER BED h 2934 119 78 0.130 7.0 Ox 0 VIFx 69.0 205.0 st11 MASTER BED-A h 2934 119 78 0.130 7.0 Ox 0 VIFx 68.4 205.0 st11 NOOK/KITCHEN-A c 2447 74 124 0.129 7.0 Ox 0 VIFx 69.7 205.0 st11 NOOKIKITCHEN c 2447 74 124 0.227 7.0 Ox 0 VIFx 24.5 132.0 st3 GREAT ROOM c 4437 157 225 0.176 9.0 Ox 0 VIFx 37.2 165.0 st10 GREAT ROOM-A c 4437 157 225 0.171 9.0 Ox 0 VIFx 42.7 165.0 SO 0 DINING h 2228 90 62 0.167 6.0 Ox 0 VIFx 42.9 170.0 st10 STUDY c 2909 142 147 0.199 7.0 Ox 0 VIFx 38.5 140.0 st4 FOYER h 2162 87 50 0.192 6.0 Ox 0 VIFx 39.6 145.0 st4 POWDER c 55 2 3 0.143 4.0 Ox 0 VIFx 65.4 182.0 st9 BATH 2 h 1239 50 42 0.145 5.0 Ox 0 VIFx 63.1 182.0 st9 BED 2 h 4768 193 159 0.142 8.0 Ox 0 VIFx 62.3 187.0 st9 WIC 2 c 55 2 3 1 0.147 l 4.0 Ox 0 VIFx 59.1 182.0 st9 2014-Aug-27 10:54:57 " wrlghtsoft° Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 1 1R!�;.•=1�ik ...00 RES NC\Toll BrotherslCATALINA 4342 Sales.rup Calc=MJ8 House faces: W Supply Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk s18 Peak AVF 101 48 0.164 289 8.0 0 x 0 VinlFlx st3 st9 Peak AVF 246 206 0.142 451 10.0 0 x 0 VinlFlx st3 SO 1 Peak AVF 311 280 0.129 397 12.0 0 x 0 VinlFlx st10 st10 Peak AVF 716 791 0.129 566 16.0 0 x 0 VinlFlx st4 st4 Peak AVF 946 989 0.129 708 16.0 0 x 0 VinlFlx st3 Peak AVF 421 378 0.142 536 12.0 0 x 0 VinlFlx TableReturn Branch Detail Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Ox 0 409 323 112.4 0.129 382 14.0 Ox 0 VIFx rt2 rb11 Ox 0 476 404 85.6 0.170 1077 9.0 Ox 0 VIFx rt2 rb10 Ox 0 483 640 91.6 0.158 599 14.0 Ox 0 VIFx rt2 TableReturn Trunk Detail Trunk Htg Cig Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 1367 1367 0.129 774 18.0 0 x 0 VinlFlx 2014-Aug-27 10:54:57 W rightSOft' Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 2 A—CU", .00 RES NC%Toll Brothers%CATALI NA 4342 Sales.rup Calc=MJ8 House faces: W ,(� + Duct System Summary Job: y 7 Date: # a UP STAIRS By '"', Cononi McGowan's Heating &Air Conditioning, Inc. 4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:jjacobs@mcgowansac.com Web:www.mcgowansac.com Project Information For: Toll Brothers FI Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply/return available pressure 0.308/0.192 in H2O 0.308/0.192 in H2O Lowest friction rate 0.119 in/100ft 0.119 in/100ft Actual air flow 773 cfm 773 cfm Total effective length(TEL) 420 ft Supply Detail Table Design HtgClg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln(ft) Trunk BED 4 c 1950 69 81 0.125 6.0 Ox 0 VIFx 45.1 200.0 st7 SINKS c 72 2 3 0.149 4.0 Ox 0 VIFx 32.0 175.0 st6 BATH h 393 14 10 0.145 4.0 Ox 0 VIFx 37.0 175.0 st6 BED 3 h 1850 65 64 0.151 6.0 Ox 0 VIFx 33.6 170.0 st6 LOFT c 2365 79 98 0.126 7.0 Ox 0 VIFx 38.7 205.0 st7 LOFT-A c 2365 79 98 0.119 7.0 Ox 0 VIFx 48.3 210.0 st7 LOFT-B c 2365 79 98 0.145 7.0 Ox 0 VIFx 36.4 175.0 st6 sinks 3 h 190 7 5 0.198 4.0 Ox 0 VIFx 20.3 135.0 st2 bath 3 h 305 11 8 0.192 4.0 Ox 0 VIFx 24.9 135.0 st2 bed 5 h 3517 123 119 0.197 7.0 OX 0 VIFx 21.4 135.0 st2 sales area h 2865 100 83 0.1587.0 Ox 0 VIFx 51.0 144.0 st5 sales area-A h 2865 100 83 0.156 7.0 Ox 0 VIFx 53.0 144.0 St5 con.mgr.offc. h 1331 46 25 0.147 5.0 Ox 0 VIFx 60.4 149.0 sty SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st5 Peak AVF 247 190 0.147 452 10.0 0 x 0 VinlFlx SO st1 Peak AVF 247 190 0.147 452 10.0 0 x 0 VinlFlx st2 Peak AVF 526 583 0.119 545 14.0 0 x 0 VinlFlx st7 Peak AVF 227 277 0.119 507 10.0 0 x 0 VinlFlx st6 st6 Peak AVF 386 452 0.119 575 12.0 0 x 0 VinlFlx st2 2014-Aug-27 10:54:57 &+ wrightsoft' Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 3 ...00 RES NC\Toll Brothers\CATALINA 4342 Sales.rup Calc=MJ8 House faces: W Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb7 Ox 0 240 214 160.6 0.120 544 9.0 Ox 0 VIFx rt1 rb6 Ox 0 248 261 145.0 0.133 591 9.0 Ox 0 VIFx rt1 rb3 Ox 0 127 102 146.0 0.132 286 9.0 Ox 0 VIFx rt1 rb4 Ox 0 158 196 161.6 0.119 443 9.0 Ox 0 VI rt1 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 773 773 0.119 554 16.0 0 x 0 VinlFlx 2014-Aug-27 10:54:57 t wrightsoft. Comfort Builder by Wrightsoft 13.0.15 RSU12270 Page 4 s+.r ,4-0� ...00 RES NC\Toll Broth ers\CATALI NA 4342 Sales.rup Calc=MJ8 House faces: W 00 w a X (2)2x6 SPF#2 POST. STRAP F X TO POST BELOW W/2-CS18 cn c1t STRAPS. a CONVENTIONAL STRAP WALL TO 2x6 FULL HEIGHT WALL 4 BEAM BELOW PER DETAIL 8/SO.2 X HUS28-2 (2)2x6 SPF2 POST. SKEWED +� i STRAP TO BEAM BELOW ��+'aHANGER X �L1� (2)2x6-: i W/2-CS18 STRAPS. X X._ (3)2x12 (2)2x4 SPF#2 T. POST. GIRDER BEAM [S-FG ABOVE 6x6 POST. STRAP TO STRAP BEAM EACH 4. T. I POST BELOW W/2-CS18 END W/2-HTS16 ( i STRAPS. �T�X>j'TO HE�DER BELOW W/2-CSB j S1RAOS. PARTIAL 2ND FLOOR FRAMING PLAN 8d63-/6- - --------- d63'/6' N _ -__ _a w rn 6x6 POST ti W/ ABU66 X �'1 J w STRAP BE N ° i IEACH END STRAP HEADER „ , ! W/2-MST 24 (2)2x6 BELOW POST PER 7/SO.1 N ABOVE. STRAP POST 2x6 FULL HEIGHT TOGETHER WITH (2)CS16. WALL 11A PROVIDE SOLID BLOCKING 50.2WITHIN FLOOR SYSTEM. GIRDER TRUSS AG ABOVE_, GIRDER TRUSS FG2 ABO (2)2x6 SPF#2. -- 1 ,k POST. 5.25x7 1.8E PARALLAM PS >_I __ I w__ POST N `- (3)2x6 BELOW POST m o ABOVE. STRAP POST 1 N C7 I I Q7 PO ,- TOGETHER WITH (2)CS16. FR m PROVIDE SOLID BLOCKING t,isa+lliN#tyyy i TO WITHIN FLOOR SYSTEM. Pd�y <<<i PR cns v, S o I U) ,`tip'` ..,�� C<<'<<<<p WIT .... wJ •� F- 3� •• < v PARTIAL IST FLOOR FRAMING FLAN .; No.53311 ST OF , ,�, ��►� 9q FILE COPY �: F w` PROJECT Lou Pontigo and LOT 1 ATLANTIC BEAC� �6 ;, BUILDER P Associates , 1 n . TOLL BROTHERS 420 Osceola AvenueJOB NO. SHT.NO. fax. Beach,Florida 32250 TOLL-14-00372 Ph.242-0908 Fax.241-9557 (1 S K-3 FL:CA#8344 SC:CA#3579 DATE 0$.2'1.14 �J American Builders Supply Engineering Cover Sheet 1801 7th St. S.W. Quote# B1402819A Winter Haven, FL 33880 Order# 728315A 31 AMERICAN Phone: (863) 294-0611 Fax: (863) 293-1561 Printed: 08/28/14 Rl ALDERS SUPM Y Customer Information: Job Information: Model: Catalina Toll Brothers -Jacksonville Job Name: Catalina Address: LOUBlk/Sub: 1 -Atlantic Beach Country Club 160 Cape May Ave Phone: (904)217-0739 Address: IIIA/.l�tllIi Digitally signed by Fax: (904)460-2683 TBD ��/� °�T yyilliamRanieri City,State,Zip: _ _ Date:2014.08.29 Ponte Vedra,FL 32081 ckuglar@tollbrothersinc.com Jacksonville, FLS°� ��' 13:31:25-04'00' General Truss Engineering Criteria &Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010rTP12007 Design Program: 7.52 May 8 2014 Roof Load: 40.0 psf Floor Load: 60.0 psf Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph Engineer or Professional of Record:Luis A.Pontigo-420 Osceola Ave,Jacksonville Beach, FL 32250-#53311 This package includes 31 individual,dated Truss Design Drawings. No. Date Truss ID# Seal# 069 08/28/2014 F A0020079 061 08/28/2014 F1 A002o071 062 08/28/2014 F2 A0020072 063 08/28/2014 F3 A0020073 064 08/28/2014 F4 Lou Pontigo & Associates, Inc. A0020074 065 08/28/2014 F5 Aoozo075 Consulting Structural Engineers 066 08/28/2014 F6 A0020076 NO EXCEPTION TAKEN ❑ MAKE CORRECTIONS NOTED 067 08/28/2014 F7 A002oa77 JECTED - SEE REMARKS ❑ REVISE & RESUBMIT 068 08/28/2014 F7X A0020078 073 08/28/2014 FA A002oo83 Review is for the limited purpose of checking for conformance 07o 08/28/2014 FA1 A002ooao with the design concept and the Information expressed in the 071 08/28/2014 FA2 A0020081 contract documents. NO approval is Implied for the accuracy or 072 08/28/2018 FA3 Aoozooaz completeness of details, quantities, dimensions, weights or 074 08/28/2014 FAX A0020084 gauges, fabrication processes, construction means or methods, coordination of the work with other trades or construction safety o7s 08!28/2014 FB A0o2ooas precautions, all of which are the sole responsibility of the o7s 08/28/2014 Fel A0020087 Contractor. The Contractor is responsible for dimensions to be 077 oa za/zola Fc Aoozooa7 confirmed and correlated at the site. Review of a specific item 079 08/28/2014 FCX A0020088shall not include a review of the entire assembly of which the 079 08/28/2014 FG1 A0020089 Item is a component. Review of re-submission will cover only 080 08/28/2018 FG2 Aoozooso designated changes an the submittal and other changes clearly 081 08/28/2014 FG3Ao020091 Identified by the Contractor. 082 08/28/2014 FG4 A0020092 , n 083 08128/2014 FGC A0020093 By. t`-�-fY Date: —� 084 08/28/2014 FT1 A002009A 085 08/28/2014 FT1X A0020095 086 08/2812014 FT2 A0020096 '` 087 08/28/2014 FT3 V020097 080 08/28/2014 FTA A0020098 FILE C �. 090 08/28!2014 FTA A0020100100 089 08/2812014 FTA4 A0020099 __ 091 08/28/2014 FX A0020101 �M William M. Ranieri, P.E. (Truss Design Engineer - Florida PE License # 42704) �. Monta Consulting& Design of WMR&Associates, Inc.(CA#9177) ��,�•. •••••••.•�'Y/Ij 222 S.Westmonte Drive,Suite#100;Altamonte Springs, FL 32714;(407)681-1917 �•`.�;' LICENSE•=�� The truss drawing(s)referenced above have been prepared under my direct supervision based on the parameters ; No.42704 provided by:American Builders Supply. With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet ,✓/ • • conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. s STATE OF •4 UNLESS NOTED ABOVE,THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALED Q► NOTE:The seal on these drawings indicate acceptance of professional engineering responsibilty solely for the truss components sho�. 4 d R`V'.A�N _ The suitability and use of the component for any particular building is the responsibility of the building designer,per ANsirrpi 1-2007 ec.2. y S~•..••..•� For hanger details and specifications not included in truss engineering package visit:www.strongtie.com. AU U 2 9 Z014 �I�NAI�� Page 1 of 1 William M. Ranieri, P c # 42704 American Builders Supply Engineering Cover Sheet 1801 7th St. S.W. Quote# B1402819 Winter Haven, FL 33880 Order# 728315B AxtnuCA Phone: (863) 294-0611 Fax: (863)293-1561 Printed: 08/28/14 BEv.nEtu Surrty Customer Information: Job Information: Model: Catalina custom Toll Brothers -Jacksonville Job Name: Catalina custom Address: Lot/Blk/Sub: 1 -Atlantic Beach Country Club 160 Cape May Ave Phone: (904)217-0739 Address: City,State,Zip: Fax: (904)460-2683 TBD Ponte Vedra,FL 32081 ckuglar@tollbrothersinc.com Jacksonville, FL General Truss Engineering Criteria &Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20101TP12007 Design Program: 7.52 May 8 2014 Roof Load: 40.0 psf Wind Code: MWFRS(Directional)iC-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph Engineer or Professional of Record:Luis A. Pontigo-420 Osceola Ave,Jacksonville Beach, FL 32250-#53311 This package includes 101 individual,dated Truss Design Drawings. No. Date Truss ID# Seal# 130 08/28/2014 VE2 A0020140 132 08/28/2014 VEX A0020142 William M. Ranieri, P.E. (Truss Design Engineer - Florida PE License # 42704) M Monta Consulting 8r Design of WMR 8r Associates, Inc.(CA#9177) ••"•• 222 S.Westmonte Drive, Suite#100;Altamonte Springs, FL 32714;(407)681-1917x` ;'`LICENSE The truss drawing(s)referenced above have been prepared under my direct supervision based on the parameters N0.42704 provided by:American Builders Supply. With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet ][ /y ]� conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. STATE OF UNLESS NOTED ABOVE,THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALED NOTE:The seal on these drawings indicate acceptance of professional engineering responsibifty solely for the truss components shown. . 0F119• *a The suitability and use of the component for any particular building is the responsibility of the building designer,per ANSI/TPI 1-2007 Spc 01(1 ••..s•s•`• For hanger details and specifications not included in truss engineering package visit:www.strongtie.com. ,\uG G 1 1 t Page 2 of 2 n •�/ A William M. Ranieri, P c # 42704 DATE08/28/14 PAGE 2 Reaction Summary of Order REQ.QUOTE DATE / / ORDER# 728315A ORDER DATE 06/16/14 QUOTE# B1402819A DELIVERY DATE / / CUSTOMER ACCT# 000100389 DATE OF INVOICE / / CUSTOMER PO# ORDERED BY James INVOICE# TERMS CREDIT nMrAKak &.'W)EItS SIJITIISUPERINTENDANT James SALES REP Burt Harris JOBSITE PHONE# (904)487-4063 SALES AREA Toll Brothers-Jacksonville JOB NAME:Catalina LOT# 1 SUBDIV:Atlantic Beach Country S ° 160 Cape May Ave MODEL:Catalina TAG: JOB CATEGORY: D T Ponte Vedra, FL 32081 DELIVERY INSTRUCTIONS: D (904)217-0739 s i SPECIAL INSTRUCTIONS: P TBD o Jacksonville, FL BY DATE BUILDING DEPARTMENT1 OVERHANG INFO HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE FLOOR ENDGUT RETURN I NONE NONE LAYOUT RF PLUMB NO GABLE STUDS 24 IN.OC I CUTTING RF 08/28/14 FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) 1.00 FLOOR QTY DEPTH BASE O/A END TYP INT BEARING Joint Number PROFILE PLY ID SPAN SPAN REACTIONS Max Gravity LEFT RIGHT SIZE LOCATION Max Uplift ® 01-0400 Joint 13 Joint 20 1 F1 22-0400 22-0400 1328.75 1328.75 O1-0400 Joint 14 Joint 20 Joint 22 ® 1 F2 24-04-00 24-04-00 1: .08 1786.56 316.72 -91.60 ® 014)400 Joint 15 Joint 21 Joint 23 1 F3 26-02-14 26-02-14 938.84 1856.21 437.56 ® 01404-00 K: 3Joint 15 Joint 21 Joint 23 2 F4 26-02-14 26-02-14 938.83 1859.63 441.16 ® 01-0400 Joint 14 Joint 19 Joint 22 3 F5 22-0914 22-0914IMF 724.45 1648.58 445.17 01-0400 Joint 6 Joint 9 1 F6 09-01-14 09-01-14 534.42 534.42 01-0400 Joint Joint 14 ® 1 F7 14-00-00 1400 00 825.00 825.00 ® 01-0400 K: 3Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 1 F7X 10-0304 10-0304 44.55 136.14 165.14 158.70 160.23 01-04-00 Joint 10 Joint 16 ® 7 FA 17-09 08 17-09-08 1046.25 1046.25 ® 01-04-00 Joint 9 Joint 14 1 FA1 15-10-07 15-10-07 933.27 927.05 01-04-00 Joint 8 Joint 12 ® 1 FA2 1310-07 1310-07 813.27 807.05 ® 01-04-00 Joint 7 Joint 10 1 FA3 12-06-14 12-06-14 739.44 733.23 ® 01 04 00 Joint 17 Joint 18 Joint 19 Joint 20 1 �!, 1 FAX 17-09-08 17-09 08 97.27 177.87 154.83 161. w 9. ■ R� ® 014)4-00 C 3 Joint 11 Joint 17 LICENSE ••. �m 8 FB 18-10 00 18-10-00 1115.06 1108.83 i Nn 427n4- STATE OF 4 s•..".. * William M. Ranieri, P c # 42704 DATE08/28/14 PAGE 1 Reaction Summary of Order REQ.QUOTE DATE / ! ORDER# 728315B ORDER DATE 06/16/14 QUOTE# B1402819 DELIVERY DATE / / CUSTOMER ACCT# 000100389 DATE OF INVOICE / / CUSTOMER PO# ORDERED BY James INVOICE# TERMS CREDIT A,,caicn SUPERINTENDANT James SALES REP Burt Harris suuvnLs Stmrn JOBSITE PHONE# (904)487-4063 SALES AREA Toll Brothers-Jacksonville JOB NAME:Catalina custom LOT# 1 SUBDIV:Atlantic Beach Country ° 160 Cape May Ave MODEL:Catalina custom TAG: JOB CATEGORY: D T Pointe Vedra, FL 32081 DELIVERY INSTRUCTIONS: ° (904)217-0739 s i SPECIAL INSTRUCTIONS: p TBD o Jacksonville, FL BY DATE BUILDING DEPARTMENT1 OVERHANG INFO HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE 1 / / ROOF I END CUT RETURN NONE NONE LAYOUT IRF 07/15/14 PLUMB NO GABLE STUDS 24 IN.OC CUTTING ROOF TRUSSES LOADING TCUL-TCDL$CLL-BCDL sTRess iNCR ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 20.0,10.0,0.0,10.0 1.25 PROFILE QTY PITCH TYPE BASE LUMBER VERHAN Joint Number PLY ID O/A TOP BOT LEFT RIGHT REACTIONS Max Uplift � 1 FLAT GIRDER 06-07-00 Joint 4Joint 6 2 Ply0.00 0.00 A-FG 06-07-00 2 X 4 2 X 6 984.70 1261.98 8706237100.00 -305.41 -336.26 HIP 54-09-04 Joint 2Joint 17 Joint 20 Joint 28 1 6.00 0.00 A10 54-09-04 2 X 4 2 X 4 01-0400 01-04-12 184.92 689.52 1751.73 2033.49 7778094401.00 -81.77 -265.83 -296.25 -503.67 HIP 47-11-07 Joint 2 Joint 15 Joint 17 Joint 25 1 6.00 0.00 Al2 47-11-07 2 X 4 2 X 4 01-04-00 338.80 242.63 1586.44 1964.67 6497690423.00 -113.69 -48.79 -361.24 -424.18 HIP 45-11-07 Joint 2 Joint 15 Joint 17 Joint 29 1 6.00 0.00 A14 45-11-07 2 X 4 2 X 4 01-0400 382.70 87.37 1580.84 1796.10 6040535415.00 -81.92 -30.03 -336.92 -461.82 HIP 44-10-13 Joint 2 Joint 14 Joint 17 Joint 26 1 6.00 0.00 A16 44-10-13 2 X 4 2 X 4 01-0400 501.09 568.89 1948.42 951.53 7617019072.00 -110.02 -183.99 -278.66 -320.82 ROOF 44-10-13 Joint 2 Joint 15 Joint 19 Joint 28 1 6.00 0.00 A18 44-10-13 2 X 4 2 X 4 01-0400 482.48 809.95 1482.98 1335.81 7746924050.00 -120.42 -219.51 -213.46 -340.10 ROOF 44-10-13 Joint 2 Joint 14 Joint 18 Joint 21 1 6.00 0.00 A20 44-10-13 2 X 4 2 X 4 01-0400 486.33 704.22 1594.98 1151.18 2462349140.00 -102.45 -127.27 -395.74 -268.01 HIP GIRDER 54-09-04 Joint 2 Joint 16 Joint 19 Joint 28 1 6.00 0.00 A7 54-09-04 2 X 4 2 X 4 01-04-00 01-04-12 362.35 894.31 3727.24 3681.84 3758378443.00 -196.61 -488.78 -987.25 HIP 54-09-04 Joint 2 Joint 16 Joint 19 Joint 27 1 6.00 0.00 A9 54-09-04 2 X 6 2 X 4 01-0400 01-04-12 614.01 1703.23 2350.60 4741071949.00 -313.82 -250.32 -306.27 -545.29 1 PIGGYBACK 19-00-00 Joint 8 Joint 16 2 Ply 6.00 0.00 AG 19-00-00 2 X 4 2 X 4 3103.46 2482052976.00 -993.44 -673.94 MONOPITCH 17-02-08 Joint 2 Joint 9 Joint 12 1 6.00 0.00 B 17-02-08 2 X 4 2 X 4 01-0400 373.23 341.99 791.65 5997402940.00 -23.79 -92.41 -262.14 MONOPITCH17-02-08 Joint 2 Joint 7 Joint 11 1 6.00 0.00 B1 17-02-08 2 X 4 2 X 4 01-04-00 308.90 488.98 695.28 4974444638.00 -17.56 -126.54 -234.24 MONOPITCH 17-02-08 Joint 2 Joint 7 Joint 11 1 6.00 0.00 B2 17-02-08 2 X 4 2 X 4 01-0400 281.54 528.14 756.20 6793511284.00 -30.48 -126.57 -223.28 MONOPITCH 17-02-08 Joint 2 Joint 8 Joint 12 M 1 6.00 0.00 B3 17-02-08 2 X 4 2 X 4 01-0400 285.00 499.32 695.38 A••,.••�•••• 2875683517.00 -60.56 -131.60 -195.85 ol �N EINS- N0.42704 .�� STATE OF Sox 0R10.60. �. William M. Ranieri, P c # 42704 DATE 08/28/14 PAGE 3 Reaction Summary of Order REQ.QUOTE DATE / / ORDER# 728315B ORDER DATE 06/16/14 QUOTE# B1402819 DELIVERY DATE / / CUSTOMER ACCT# 000100389 DATE OF INVOICE / / CUSTOMER PO# i%6ORDERED BY James INVOICE# TERMS CREDIT A`)R SUPrLSUPERINTENDANT James SALES REP Burt Hams BtatnERS SLmv JOBSITE PHONE# (904)487-4063 SALES AREA Toll Brothers-Jacksonville JOB NAME:Catalina custom LOT# 1 SUBDIV:Atlantic Beach Country S ° 160 Cape May Ave MODEL:Catalina custom TAG: JOB CATEGORY: D Pointe Vedra, FL 32081 DELIVERY INSTRUCTIONS: D (904)217-0739 S R SPECIAL INSTRUCTIONS: P TBD T Jacksonville, FL BY DATE BUILDING DEPARTMENT1 OVERHANG INFOI HEEL HEIGHT 00-04-03 REQ.LAYOUTS I REQ.ENGINEERING QUOTE 1 1 / / ROOF END CUT RETURN LAYOUT RF 07/15/14 PLUMB No 241N.OC GABLE STUDS NONE NONE CUTTING / 1 ROOF TRUSSES LOADING TCu.-TCDL-8CLL-BCDL ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 20.0,10.0,0.0,10.0 1.25 QTY PITCH TYPE BASE L MBER VERHAN Joint Number PROFILE REACTIONS Max Gravity 1PLY1 I ID O/A TOP BOT LEFT RIGHT Max Uplift JACK-OPEN 02-11-04 Joint 3 Joint 4 Joint 5 L 2 6.00 0.00 CJ3A 02-11-04 2 X 4 2 X 4 01-0412 79.07 57.19 227.79 8339152445.00 -77.87 -47.24 -27.01 JACK-OPEN 05-00-00 Joint 3 Joint 4 Joint 5 2 6.00 0.00 CJ5 05-00-00 2 X 4 2 X 4 01-04-00 129.06 89.33 294.12 7480360665.00 -71.92 -93.31 JACK-OPEN 04-11-04 Joint 3 Joint 4 Joint 5 2 6.00 0.00 CJ5A 04-11-04 2 X 4 2 X 4 01-0412 140.03 90.21 296.74 6578395611.00 -105.91 -28.01 -24.55 COMMON 29-11-00 Joint 2 Joint 10 4 6.00 0.00 D 29-11-00 2 X 4 2 X 4 01-04-00 1278.49 1194.93 1404347836.00 -340.54 -276.91 1 FLAT GIRDER 09-10-00 Joint 5 Joint 8 2 Ply 0.00 0.00 D-FG 09-10-00 2 X 4 2 X 6 2834.13 3073.04 7921737795.00 1 -709.16 -768.22 COMMON 26-0500 Joint 2 Joint 9 2 6.00 0.00 D1 26-0500 2 X 4 2 X 4 01-04-00 1132.86 1048.80 8709232429.00 -303.69 -245.93 HIP 29-11-00 Joint 2 Joint 9 1 6.00 0.00 D11 29-11-00 2 X 4 2 X 4 01-04-00 1278.49 1194.93 2886681288.00 -340.54 -276.91 HIP29-11-00 Joint 2 Joint 10 1 6.00 0.00 D73 29-11-00 2X4 2 X 4 01-0400 1278.49 1194.93 2816949747.00 -340.54 -276.91 ROOF 29-11-00 Joint 2 Joint 10 1 6.00 0.00 D3 29-11-00 2 X 4 2 X 6 01-04-00 01-0400 1532.47 1424.60 6133198419.00 -442.71 -390.91 ROOF 29-11-00 Joint 2 Joint 10 1 6.00 0.00 D5 29-11-00 2 X 4 2 X 4 01-04-00 01-0400 1276.71 1276.71 2772610974.00 -339.21 -339.21 ROOF 29-11-00 Joint 2 Joint 10 1 6.00 0.00 D7 29-11-00 2 X 4 2 X 4 01-0400 01-04-00 1276.71 1276.71 9803263510.00 -339.21 -339.21 HIP 29-11-00 Joint 2 Joint 10 1 6.00 0.00 D9 29-11-00 2 X 4 2 X 4 01-04-00 01-04-00 1276.71 1276.71 9703745553.00 1 -339.21 -339.21 HIP 26-0500 Joint 2 Joint 9 1 6.00 0.00 DA10 26-0500 2 X 4 2 X 4 01-04-00 1132.86 1048.80 1601367283.00 1 1 -303.69 -245.93 HIP 26-05-00 Joint 2 Joint 9 ■ 1 6.00 0.00 DA12 26-0500 2 X 4 2 X 4 01-0400 1132.86 1048.80 ��,..s...��• 5176394297.00 -303.69 -245.93 fe No.42704 s STATE OF %.40R William M. Ranieri, P c # 42704 Reaction Summary of Order REQ.QUOTE DATE I / / ORDER# DATE0 728/14 PAGE 5 ' ORDER DATE 06/16/14 QUOTE# B1402819 DELIVERY DATE / / CUSTOMER ACCT# 1 000100389 DATE OF INVOICE / / CUSTOMER PO# ORDERED BY James INVOICE# TERMS CREDIT r�MkRK:.A\ BLUDERY SUPPLY SUPERINTENDANT James SALES REP Burt Harris JOBSITE PHONE# (904)487-4063 SALES AREA S Toll Brothers-Jacksonville JOB NAME:Catalina custom LOT# 1 SUBDIV:Atlantic Beach Country L 160 Cape May Ave MODEL:Catalina custom TAG: JOB CATEGORY: T Ponte Vedra, FL 32081 DELIVERY INSTRUCTIONS: D (904)217-0739 H :rSPECIALSPECIAL INSTRUCTIONS: P T Jacksonville, FL BY DATE BUILDING DEPARTMENT OVERHANG INFOI HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING I QUOTE I ' / / ROOF END CUT RETURN LAYOUT RF 07/15/14 241N.OC PLUMB No GABLE STUDS NONE NONE CUTTING ROOF TRUSSES LOADING TCLL-TCDLACLL-BCD' STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 20.0,10.0,0.0,10.0 1.25 PROFILE QTY1 PITCH TYPE BASE LUMBER OVERHANG, Joint Number PLY ID O/A TOP BOT LEFT RIGHT REACTIONS Max Uplift Gravity JACK-OPEN 07-00-00 Joint 4 Joint 5 Joint 8 4 6.00 0.00 EJ7T 07-00-00 2 X 4 2 X 4 01-0400 145.61 97.19 462.22 6545308730.00 -81.48 -110.27 JACK-OPEN 07-00-00 Joint 4 Joint 5 Joint 8 6 6.00 0.00 EJ7T1 07-00-00 2 X 4 2 X 4 01-0400 145.63 101.17 468.51 2479421880.00 -81.11 -105.34 JACK-OPEN 04-06-04 Joint 3 Joint 4 Joint 5 12 6.00 0.00 EJK1 04-06-04 2 X 4 2 X 4 01-04-00 114.95 80.05 276.50 8292333278.00 -64.00 -92.07 JACK-OPEN 04-06-04 Joint 2 Joint 3 Joint 4 4 6.00 0.00 EJ K I S O4-06-04 2 X 4 2 X 4 122.35 82.37 172.54 6036746089.00 -70.24 -13.39 SCISSOR 19-04-00 Joint 11 Joint 15 2 6.00 3.00 G 19-04-00 2 X 4 2 X 4 01-04-00 01-0400 850.46 850.46 5547287040.00 -244.48 -260.40 COMMON 19-04-00 Joint 2 Joint 8 1 6.00 0.00 G1 19-04-00 2 X 4 2 X 4 01-0400 01-04-00 853.38 853.38 6295516809.00 -240.79 -240.79 COMMON 19-04-00 Joint 1 Joint 7 1 6.00 0.00 G2 19-04-00 2 X 4 2 X 4 01-0400 770.62 856.14 8727278849.00 -177.76 -242.84 COMMON 17-11-00 Joint 2 Joint 8 5 6.00 0.00 GA 17-11-00 2 X 4 2 X 4 01-0400 01-0400 796.67 796.67 1308497085.00 1 -227.60 -227.60 COMMON 17-11-00 Joint 2 Joint 8 1 6.00 0.00 GA1 17-11-00 2 X 4 2 X 4 01-0400 799.64 713.69 1483262772.00 -229.82 -164.41 COMMON17-11-00 Joint 2 Joint 8 2 6.00 0.00 GA2 17-11-00 2 X 4 2 X 4 01-04-00 799.64 713.69 2725139663.00 -229.82 -164.41 COMMON 17-11-00 Joint 2 Joint 8 1 6.00 0.00 GA2X 17-11-00 2 X 4 2 X 4 01-0400 01-0400 629.40 629.88 2155593074.00 -280.82 -280.80 MONOPITCH 05-11-00 Joint 1 Joint 3 1 6.00 0.00 GAG 05-11-00 2 X 4 2 X 6 942.06 907.01 1317805403.00 -204.02 -248.94 MONOPITCH 03-00-00 Joint 1 Joint 3 1 6.00 0.00 GG 03-00-00 2 X 4 2 X 6 541.51 437.44 4279414382.00 -115.04 -124.20 SCISSOR 19-0400 Joint 9 Joint 13 1 6.00 3.00 GX 19-0400 2X4 2X4 01-04-00 01-04-00 826.49 871.31 .,��- 2753495613.00 -242.71 -266.40 c N0.42704 STATE OF �X d asRIP s .. .. ...., �DNAt� William M. Ranieri, P c # 42704 DATE08/28/14 PAGE 7 Reaction Summary of Order REQ.QUOTE DATE / / ORDER# 728315B ORDER DATE 06/16/14 QUOTE# B1402819 DELIVERY DATE / / CUSTOMER ACCT# 000100389 DATE OF INVOICE / / CUSTOMER PO# C`r ORDERED BY James INVOICE# TERMS CREDIT AD ER &/LLUER$SIMPLY SUPERINTENDANT James SALES REP Burt Harris JOBSITE PHONE# (904)487-4063 SALES AREA S Toll Brothers-Jacksonville JOB NAME:Catalina custom LOT# 1 SUBDIV:Atlantic Beach Country ° 160 Cape May Ave MODEL:Catalina custom TAG: JOB CATEGORY: D T Ponte Vedra, FL 32081 DELIVERY INSTRUCTIONS: ° (904)217-0739 s e TBD SPECIAL INSTRUCTIONS: o Jacksonville, FL BY DATE BUILDING DEPARTMENTI OVERHANG INFO HEEL HEIGHT 00-04-03 1 REQ.LAYOUTS REQ.ENGINEERING QUOTE ROOF ENDCUT1 RETURN I NONE NONE LAYoUT IRF o7/t5/1a PLUMB NO I GABLE STUDS 24 IN,OC I CUTTING 1 1 // ROOF TRUSSES LOADING TCLL-TCDLACLLACDL srRess INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 20.0,10.0,0.0,10.0 1.25 PROFILE QTY I PITCH TYPE BASE I LUMBER OVERHANG Joint Number PLY ID O/A TOP BOT LEFT RIGHT REACTIONS Max Ur aiftry DIAGONAL HIP 03-09-03 Joint 3 Joint 4 Joint 5 1 1 4.241 0.00 HJ28 03-09-03 2 X 4 2 X 4 01-10-10 62.10 27.51 214.82 2940873061.00 -29.01 -15.84 -126.82 DIAGONAL HIP 04-01-07 Joint 3 Joint 4 Joint 5 1 4.24 0.00 HJ3 04-01-07 2 X 4 2 X 4 01-10-10 68.59 38.81 206.08 4099850135.00 _ _ -27.23 -116.39 DIAGONAL HIP 04-02-03 Joint 3 Joint 4 Joint 5 2 4.24 0.00 HJ3H 04-02-03 2 X 4 2 X 4 01-10-10 75.37 39.49 222.31 7333563538.00 -36.44 -6.16 -126.73 DIAGONAL HIP 05-07-02 Joint 2 Joint 3 Joint 4 1 2.12 0.00 HJ4F 05-07-02 2 X 4 2 X 4 01-10-10 353.69 138.98 99.01 3513529400.00 -163.19 -62.59 DIAGONAL HIP 09-1001 Joint 4 Joint 5 Joint 8 1 4.24 0.00 HJ7 09-1001 2 X 4 2 X 4 01-1010 166.49 266.54 391.38 643189228.00 -91.12 -51.73 -148.81 DIAGONAL HIP 09-09-00 Joint 4 Joint 5 Joint 8 1 4.24 0.00 HJ7A 09-09-00 2 X 4 2 X 4 01-11-11 149.90 362.18 607.39 604287248.00 -104.61 -335.45 -646.20 j MONOPITCH 11-11-08 Joint 2 Joint 5 8 3.00 0.00 J 11-11-08 2 X 4 2 X 4 01-04-00 576.31 448.75 2432819772.00 -164.34 -116.37 MONOPITCH 11-11-08 Joint 2 Joint 10 Joint 11Joint 12 Joint 13 1 3.00 0.00 JX 11-11-08 2 X 4 2 X 4 01-0400 226.22 39.63 107.79 108.43 101.36 783680935.00 -82.23 -12.13 -25.57 -28.58 -27.45 COMMON 15-07-11 Joint 2 Joint 6 1 5.54 0.00 K 15-07-11 2 X 4 2 X 6 01-05-05 1489.90 1406.01 2461164391.00 -583.48 -514.80 ® FLAT GIRDER 02-09.14 Joint 3 Joint 4 4 0.00 0.00 K-FG 02-09-14 2 X 4 2 X 4 217.71 217.82 5686557241.00 -59.28 -59.32 MONOPITCH 07409-02 Joint 2 Joint 5 2 5.54 0.00 KG 07-09-02 2 X 4 2 X 6 01-05-05 461.00 509.94 1458573709.00 -144.93 -201.05 DIAGONAL HIP 06-03-13 Joint 2 Joint 12 3 5.54 0.00 KG1 06-03-13 2 X 4 2 X 4 01-05-05 01-0300 317.96 234.29 1410958648.00 -74.82 -172.73 DIAGONAL HIP 06-0314 Joint 5 Joint 7 1 5.54 0.00 KG1 S 06-0314 2 X 4 2 X 4 01-03-00 221.58 265.72 7790441922.00 -3.82 -189.29 GABLE 17-07-00 Joint 1 Joint 11 Joint 12 Joint 1 t 1 1 6.000.00 V7 17-07-00 2 X 4 2 X 4 97.47 97.33 238.01 �•••llKL.••- 7656062671.00 8.48 8.48 79.83 .�• No.42704 14 e STATE OF 4.4 0 Rl'p Sao* �NAI� William M. Ranieri, P c # 42704 Dwg O Truss Truss Type _ __ 9 1728315 F Floor 6 1 Job Reference(optional) No 069 American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Thu Aug 2815:31:07 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZjN-N P?DQXFh8i9847bTwHN0eW7m9oOhT9nM2zbiQeyjHy2 0-1-8 H i 2-6-01 1-" i 2-M 14-0 Scale=1:33.5 Dead Load Defl.=5116 in 2X4 11 2x4 11 2x4= 4x8= 2x4 II 3x4= 2x4 II 2x4 II 3x4= 3x6 FP= 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 1 -17 17 16 15 14 13 3x6= 3x10 MT20H FP= 3x4= 3x4= 4x10= 3x8= 4x10= 2x4 SP-- 10-4-0 115$ 9-2-8 9 + 11 -0 20-8-0 9.2-8 0•-81-" 1-0-00.18 9-2 Plate Offsets(X,Y)- [5:0-1-8,Edge],[6:0-1-8,040-0],[14:0-1-8,Edge],[15:0-1-8,Edge],[19:0-1-8,0-1-0] LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.39 14-15 >632 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.68 14-15 >362 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:103 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except T2:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 30(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 18=1219/0-4-0 (min.0-1-8),12=1225/0-6-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3994/0,3-4=-3994/0,4-5=-513010,5-6=-5130/0,6-7=-5130/0,7-8=-3993/0,8-9=-3993/0,9-10=-3993/0 BOT CHORD 17-18=0/2331,16-17=0/4878,15-16=0/4878,14-15=0/5130,13-14=0/4878,12-13=0/2335 WEBS 5-15=-343/38,6-14=-343/38,2-18=-2561/0,2-17=0/1838,3-17=-257/0,4-17=-977/0,4-15=-94!712,10-12=-2570/0, 10-13=0/1834,8-13=-255/0,7-13=-979/0,7-14=-94/712 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 16=11% 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)Segn:A0020079,Date:08/28/2014 LOAD CASE(S) Standard M. ......114 ;•' LICENSE s N0.42704 i STATE 8F0 RIP =4 .0"401 04, William M. Ranieri, P c # 2704 O Russ ;�� JobRfw 1728315 F2 1 1 Dvg No 062 ence(optional) American Builders Supply,Sanford,rc 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 2815:31:08 2014 Page 1 pig ID:c8A3zpKbMfNUP?GwJa8Yk9zZbN-rbZcesGJvOH_iHAgU_uFBjgusBi7CadVHdKFy4yjHy1 22 �� F 2-M 1-4-0 Scale=1:39.4 Dead Load Defl.=1/4 in 4x10= 2x4 II 3x4= 3x6= 3x4= 2x4 11 3x6= 2x4 11 3x4= 3x6 FP= 2x4 11 3x6= 3x4 11 1 2 3 4 5 Ti 6 7 8 9 10 11 12 13 1 Y 11RiI 22 21 20 19 18 17 16 15 14 3x10= 3x8= 4x6=3x6 FP= 4x10= 2x4 II 3x4= 3xB= 3x6= 6-11-6-2-8 15-1-8 5-&0 (r2-127�1rp 13-0-0 14-0-0 15-0-024 -0 -0- ' 50 b-8-12 0-1'-B 5-9.8 1-0-0 ' 1-0-0 " 9-2-8 0-8-18-1-8 0-1-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[8:0-1-8,0-M],[16:0-1-8 Edge] [17:0-1-8 Ed e] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.3615-16 >568 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.6315-16 126 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:1271b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T1:2x4 SP M 30(flat) end verticals. BOT CHORD 2x4 SP No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 22=168/0-3-15 (min.0-1-8),20=1787/0-4-0 (min.0-1-8),14=928/0-6-0 (min.0-1-8) Max Uplift22=-92(LC 4) Max Grav22=317(LC 3),20=1787(LC 1),14=935(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-79/803,3-4=-79/803,4-5=0/1370,5-6=-1161/0,6-7=-1161/0,7-8=-2690/0, 8-9=-2690/0,9-10=-2690/0,10-11=-2764/0,11-12=-2764/0 BOT CHORD 21-22=-344/372,20-21=-1370/0,19-20=-831/0,18-19=-831/0,17-18=0/2690,16-17=0/2690, 15-16=0/3004,14-15=0/1719 WEBS 7-17=0/254,4-20=-638/0,2-22=-408/378,2-21=-672/0,4-21=0/996,7-18=-1707/0, 5-18=0/2028,5-20=-1292/0,12-14=-1892/0,12-15=0/1156,10-15=-265/0,10-16=-529/32 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)22. 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 3-10d(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)Segn:AO020072,Date:08/28/2014 LOAD CASE(S) Standard 0.0124 -N� ' LICENSE fe No.42704 STATE 8F � aR1p4;.- iQw•r..s►r�� VM\•�NAt� William M. Ranieri, P c # 42704 oruss truss ype Dwg No 064 'Jty ply 728315 , F4 Floor 2 1 Job Reference(optional) American Builders Supply,Sanford,FL32771 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 Mi7ek Industries,Inc. Thu Aug 2815:31:09 2014 Page 1 ID:c8A3zpKbMfNUP7GwJa8Yk9zZjN-Jn6_rCHygJPrKRks1iOUlocC3Sb2Cx1rfVH4oVXyj it 2--'U1"l"6— �2-0-0 i 1-" Scale=1:42.8 Dead Load Defl.=1/4 in 4x10= 3x4= 3x4 II 3x4= 2x4 11 3x6= 3x4 11 2x4 II 3x6 FP= 2x4 II 3x4= 2x4 II 3x6= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 � 1 14 23 22 21 20 19 18 17 16 15 3x6= 3x8= 4x6=3x6 FP= 4x10= 2x4 II 3x4= 3x8= 3x6= 9-1-6 16-10-14 8-10-6 6-11,14 14-10-14 15-10-1q 17rQ-6 26-2-14 B-10-6 0- 5-9-8 1-0-0 1-0-0 9-2-8 ' 0-1-8 0-1-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[9:0-1-8,Edge],[10:0-1-8,0-M] [17:0-1-8 Edge] [18:0-1-8 E e] — LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.36 16-17 >571 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.62 16-17 >329 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.05 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:135 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T2:2x4 SP M 30(flat) end verticals. BOT CHORD 2x4 SP No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 23=334/Mechanical,21=1860/0-4-0 (min.0-1-8),15=926/0-6-0 (min.0-1-8) Max Grav23=441(LC 3),21=1860(LC 1),15=939(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-637/376,3.4=-637/376,4-5=0/1426,5-6=0/1426,6-7=-1206/0,7-8=-1206/0, 8-9=-1206/0,9-10=-2721/0,10-11=-2721/0,11-12=-2780/0,12-13=-2780/0 BOT CHORD 22-23=-127/637,21-22=-949/0,20-21=-880/0,19-20=-880/0,18-19=0/2721,17-18=0/2721, 16-17=0/3030,15-16=0/1726 WEBS 9-18=0/260,2-23=-701/140,2-22=-276/0,3-22=-250/0,4-22=0/1076,4-21=-928/0, 9-19=-1715/0,6-19=0/2033,6-21=-1312/0,13-15=-1900/0,13-16=0/1166,11-16=-276/0, 11-17=-548/23 NOTES- (6) 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 3-10d(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)Segn:A0020074,Date:08/28/2014 LOAD CASE(S) Standard �M 7m. I. LICENSE•'��m No.42704 STATE OF 4.4 0F1VIP! �NAI� William M. Ranieri, P c # 42704 Truss Qty Ply Dwg No 066 728315 � F6 Fkx>. 1 1 Job Reference(optional) American Builders Guppy,Sanford,FI_JL//1 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 2815:31:10 2014 Pagel ID:c8A3zpKbMfNUP?GwJa8Yk9zZjN-nzg M3YIandXixbJ2bP4G81HY?TQgfhokxpM 1 zyj Hy? 2-8-0 1 0-0 2-4-14 Scale=1:16.4 Dead Load Defl.=1/4 in 3x4 11 3x4= 3x4= 3x4 1 2 32" 11 4 5 L 1 4 ER Y 9 3x6 8 7 3x4 2x4 11 3x6= 2-10-83 4 8 3 10-8 9-1-14 - - 2-10-8 0 6 0 0-6-0 5-3-6 Plate Offsets(X,Y)- [1:Edge,0-1-8],[2:0-1-8,Edge],L3:0-1-8,0-0-01,[7:0-1-8 Edge] [8:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.34 6-7 >318 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:49 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=534/Mechanical,6=534/0-4-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-954/0,3-4=-954/0 BOT CHORD 8-9=0/954,7-8=0/954,6-7=0/845 WEBS 4-6=-930/0,2-9=-1046/0,4-7=0/263 NOTES- (5) 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Segn:A0020076,Date:08/28/2014 LOAD CASE(S) Standard LICENSE�%. a No.42704 STATE OF N4 0 RID,,�;'��v4'' William M. Ranieri, P c # 42704 russ cuss ypeIY 728315 F7X Fb sSupported Gable 1 1 DAg No 068 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Thu Aug 2815:31:11 2014 Page 1 I D:c8A3zpKbMfN UP?GwJa8Yk9zZbN-FAEkGuICCxfZZkuF97SypMlaOPzpPAyyzbZvZF Scale:3/4'=1' 1 2 3 4 5 6 7 8 9 T T 3 STI. T T 3 ER Y 18 17 16 15 14 13 12 11 10 10-34 10-34 Plate Offsets(XY)- [9:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:45 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(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 10-34. (lb)- Max Grav All reactions 250 Ib or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 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 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Segn:AO020078,Date:08/28/2014 LOAD CASE(S) Standard �N1 M. c No.42704 STATE OF 400. 0. %. 0 R�D,,�:•' ti William M. Ranieri, P c # 42704 lob cuss russ ype 0 Dwg No 070 728315 FA1 Floor 1 1 [Job Reference(optional) American Builder's Supply,Sanford,FL 32771Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 2815:31:12 2014 Page 1 ID:c6A3zpKbMtNUP?GwJa8Yk9zZpN�Mo6UEJgzEnQBuTP4gzBLZqdQp9x8VB5BFIT4rAHxz 0-1-8 H 2-6-0 { 1-2-15 {I 1-0-0 Scale=1:25.4 Dead Load Dell.=3/16 in 2x4 11 2x4= 3x6= 2x4 11 3x4= 2x4 11 3x6= 34= 1 2 3 4 53x4— 6 7 8 E X ------T— ' v -114 13 12 11 10 3x6= 3x8= 2x4 11 2x4 II 3x8= 3x10= i 6-&15 7-2-157 -15, 1510-7 6-8-15 0�-0 0�-0 8-1-8 Plate Offsets(X,Y)— [4:0-1-8,Edge],[5:0-1-8,Edge],[11:0-1-8,0-0-0],[12:0-1-8 Edge] [15:0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.17 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.31 9-10 >595 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:84 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) 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=927/0-511 (min.0-1-8),9=933/0-3-15 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2722/0,311=-2722/0,4-5=-2978/0,5-6=-2770/0,6-7=-2770/0 BOT CHORD 13-14=0/1705,12-13=0/2978,11-12=0/2978, 10-11=0/2978,9-10=0/1736 WEBS 7-9=-1903/0,2-14=-1871/0,7-10=0/1143,2-13=0/1124,6-10=-284/0,5-10=467/92,4-13=-545/50 NOTES- (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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Segn:A0020080,Date:08/28/2014 LOAD CASE(S) Standard LICENSE�•;��s No. 2704 STATE OFk. = s"OfAtiti�` William M. Ranieri, P c # 42704 JobNSS NSS ype • � Dwg No]072 728315 FA3 Floor 1 1 Qty ply Job Reference(optbnal) American builders supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Pr nt:7.520 s May 8 2014 MTek Industr es,Inc. Thu Aug 28 15:31:13 2014 Page 1 ID:c8A3zpKbMflVUP?GwJa8Yk9zZh N-CYMVhaKSkYvHo22dGXUQunNpXCS9t_gEQv20d IyI Hxy 0-1-8 H 1 2-0-0 1-9-14 Scale=1:20.2 Dead Load Defl.=3/16 in 2x4 11 2x4= 3x4= 2x4 11 2x4 11 3x4= 3x4 11 1 2 3 4 5 6 1 ERI Y 9 83x4- 3x6= 3x4= 3x8= 5-48 6-3-7 7-2$ 12$14 5-4-8 Q:10_1 10 15 0-10-15 54-8 Plate Offsets(X,Y)7 [3:0-1-8,Edge],[4:0-1-8,0-0-0],[8:0-1-8,Edge],[9:0-1-8,Edge],111:0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/dPLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.16 9-10 >944 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.39 9-10 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:63 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(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=733/0-5-4 (min.0-1-8),7=739/0-5-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1898/0,3-4=-1898/0,4-5=-1898/0 BOT CHORD 9-10=0/1281,8-9=0/1898,7-8=0/1283 WEBS 5-7=-1413/0,2-10=-1405/0,5-8=0/769,2-9=0/769 NOTES- (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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Segn:A0020082,Date:08/28/2014 LOAD CASE(S) Standard 'LICENSE =�� No.427Q4 STATE OF ; 4 William M. Ranieri, P c # 42704 lob Inuss nlss yPe • Dwg No 076 728315 FB Floor 8 1 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 28 15:31:14 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zn N-glwtuwL4Vs18QCdpgF?fR_vxmcnZcMUOfZnZ9kyjHxx 0-1-8 H i 2-6-0 1-1D ; Scale=1:30.5 Dead Load Defl.=1/4 in 2x4 11 2x4 11 2x4= 3x10= 2x4 11 3x4= 2x4 II 3x4= 3x6 FP= 3x10= 3x4 11 1 2 3 4 5 6 7 8 9 10 EM 1 Y 16 15 14 13 12 11 3x6= 3x10= 3x10 MT20H FP= 3x4= 300= 3x6= 2x4 II 8.0-0 18 8-0-0 9-10-010.0 _ Plate Offsets(X,Y)- [4:0-1-8,Edge] [5:0-1-8,0-M],[13:0-1-8 Edge] [14:0-1-8 Edge] [18:0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.31 12-13 >713 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.58 12-13 >384 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:96 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-9-13 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) 17=1109/0-5-4 (min.0-1-8),11=1115/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3512/0,3-4=-3512/0,4-5=-4242/0,5-6=-4242/0,6-7=-3524/0,7-8=-3524/0,8-9=-3524/0 BOT CHORD 16-17=0/2093,15-16=0/4242,14-15=0/4242,13-14=0/4242,12-13=0/4181,11-12=0/2100 WEBS 9-11=-2312/0,2-17=-2298/0,9-12=0/1573,2-16=0/1569,3-16=-274/0,6-12=-726/0,4-16=-980/0,6-13=-248/438 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 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 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Segn:A0020086,Date:08/28/2014 LOAD CASE(S) Standard �1 M. .��`�•- LICENSE�� m r N0.42704 s STATE OF :e� .<A R1V�.•'tiw s�NAt�� William M. Ranieri, P c # 42704 Job I russ ntss ype > No on 728316 FC Floor 1 1 American Builder's Supply,Sanford,FL 32771 Job Reference(optional) Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug 2815:31:15 2014 Pap ID:cBA3zpKbMfNUP?GwJa8Yk9zZjN-8xU F6GMiG99?2MCOOyWuzCSS_OByLsCXuDX7hAyjHxw 2-6-0 1 6 6 i Scale:1/2"=1' Dead Load Defl.=1/8 in 3x4 11 3x6= 2x4 11 2x4 11 3x6= 3x4 11 1 2 3 43x4— 5 6 7 ELI E 1 Y 04 11 10 9 8 3x6— 4x4= 2x4 II 3x8= 3x6= 54-8 01a 14-10-14 54-8 00 0 B-0-0 Plate Offsets(X,Y)— [1:Edge 0-1-8] [3:0-1-8 Edge] [4:0-1-8 Edge] [10:0-1-8 0-0-0] [11:0-1 1:0-",Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.22 9-10 >799 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.33 9-10 >537 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:76 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-3-4 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=879/0-6-0 (min.0-1-8),8=879/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2575/0,3-4=-2575/0,4-5=-2535/0,5-6=-2535/0 BOT CHORD 11-12=0/1596,10-11=0/2575,9-10=0/2575,8-9=0/1587 WEBS 6-8=-1747/0,2-12=-1757/0,6-9=0/1048,2-11=0/1107,5-9=-311/0,3-11=-279/0,4-9=-391/214 NOTES- (5) 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Segn:AO020087,Date:08/28/2014 LOAD CASE(S) Standard �ANz ��`'--LICENSE r N0.42704 i STATE 8F mss........•��' William M. Ranieri, P c # 42704 Job cuss nus me 7 } a+9 No 079 728315 FG1 FLOOR 1 2 Job Reference o ' nal American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mfrek Industries,Inc.Thu Aug2815:31:16 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZbN-c72dJcML1 THsf WnCyg27WP?J30Vr4Fwh6tGgEdyan-v 2-2-14 4-4-1 6-5-3 8_r-5 10-7-7 12 8 10 1411 8 2-2-14 2-1-2 2-1-2 2-1-2 2-1-2 2-1-2 2-2-14 Scale=1:24.4 Dead Load Defl.=1/4 in 2x4 11 410= 2x4 11 3x8= 2x4 11 600= 3x4 11 1 302 2 3 4 5 6 7 g W W 11 W1 1 17 15 18 14 19 13 20 12 21 22 11 23 10 24 9 3x8 I 4x12= HHUS46 2x4 11 HHUS46 300= HHUS46 2x4 11 600= HUS262x4 11 4x8= HHUS46 HHUS46 Special HUS26 HUS26 0¢12 2-2-14 4 4 1 6 5 3 B 6 5 10-7-7 12 8'011_8 11-8 12 2-2-2 2-1-2 2-1-2 2-1-2 2-1-2 2-1-2 2-2-14 Plate Offsets(X,Y)- [15:0-5-8,07270] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.2312-13 >764 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.4812-13 >361 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:168 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EV1:2x6 SP No.2,W1,W3,W5,W7,W9,W1 1,W1 3:2x4 SP No.2 REACTIONS. (Ib/size) 9=4056/Mechanical,16=3419/0-3-9 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-2821/0,1-2=-5878/0,2-3=-5878/0,3-4=-12816/0,4-5=-12816/0,5-6=-11707/0,6-7=-11707/0,7-8=-418/0, 8-9=-295/0 BOT CHORD 16-17=0/650,15-17=0/650,15-18=0/10860, 14-18=0/10860,14-19=0/10860,13-19=0/10860,13-20=0/14218. 12-20=0/14218,12-21=0/14218,21-22=0/14218,11-22=0/14218, 11-23=0/7241,10-23=0/7241,10-24=0/7241, 9-24=0/7241 WEBS 1-15=0/5791,2-15=-279/0,3-15=-5478/0,3-14=0/845,3-13=0/2150,4-13=-298/0,5-13=-1543/0,5-12=0/1231, 5-11=-2762/0,6-11=-296/0,7-11=0/4911,7-10=0/642,7-9=-7502/0 NOTES- (12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide metal plate or equivalent at bearing(s)9 to support reaction shown. 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)Use Simpson Strong-Tie HHUS46(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-8-12 from the left end to 8-11-12 to connect truss(es)F4(1 ply 2x4 SP),F5(1 ply 2x4 SP)to front face of bottom chord. 8)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 10-7-12 from the left end to 14-3-4 to connect truss(es)FT4(1 ply 2x4 SP),FT3(1 ply 2x4 SP),FT2(1 ply 2x4 SP)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)WARNING:The following hangers are manually applied but fail due to geometric considerations:HUS26 on front face at 10-7-12 from the left end. � ...�• 11 Hanger(s)or other connection devices shall be provided sufficient to support �� ( ) p pport concentrated load(s)514 Ib down at 10-2-4 on bottom .• chord. The design/selection of such connection device(s)is the responsibility of others. �,AZZQ>�!_�I.ENSE 12)Segn:A0020089,Date:08/28/2014 e ►•� z~ i LOAD CASEN0.42704S) Standard * � Continued on page 2 i ^ STATE OF .(4RIO 6.0 tv NAI.ti William M. Ranieri, P c # 42704 Job russ Tnuss ype Qty ply -.-- ' Dwg No 080 728315 FG2 FLOOR 1 3 Job Reference(optional) American Builders supply,Sanford,FL771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc. Thu—Aug 2815:31:17 2014 Page 1 ID:c8A3zpKbMfN UP?GwJa8Yk9zZtN-4Kb?XxNzonQjHfMOVNZM2dX�S4gpMphugLXOEm3y/Hxu 1-5-0 3-7-12 5-8-12 7-9-12 s 10 12 12-1.8 1-5-0 2-2-12 2-1-0 2-1-0 2-1-0 2-2-12 Scale=1:19.7 Dead Load Dell.=1/8 in 2x4 11 3x8= 2x4 11 2x4 11 3x4= 3x6= 1 3x6 2 3 4 5 6 15 7 EV1 W1 W2 W3 W4 W6 W91 11 B2 Ri HHUS26-2 14 12 11 10 16 9 5x6— 2x4 I I 2x4 11 2x4 11 8x8= 4x12= 3x4 11 1-2-0 3-7-12 5-8-12 7-9-12 9-10-12 12-1-7 12 1-8 1-2-0 2-2-12 2-1-0 2-1-0 _ 2-1-0 2-2-11 1 Plate Offsets(X,Y)` [3:0-3-8,0-1-8],[10:0-3-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.17 10-11 >731 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.31 10-11 >407 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010lfP12007 (Matrix-M) Weight:174 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 2x6 SP No.2`Except* end verticals. 132:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* EV1:2x6 SP No.2,W9,W11:2x4 SP Not REACTIONS. (Ib/size) 8=3522/0-6-1 (min.0-1-8),13=5776/0-6-0 (min.0-1-10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/474,2-3=0/474,3-4=-9576/0,4-5=-9576/0,5-6=-9325/0,6-15=-6761/0,7-15=-6761/0,7-8=-3164/0 BOT CHORD 12-13=0/9576,11-12=0/9576,10-11=0/9576, 10-16=0/6773,9-16=0/6780,8-9=0/369 WEBS 1-13=-656/0,2-13=-1187/0,3-13=-11013/0,3-12=0/1440,4-11=-846/0,5-10=-1810/0,6-10=0/3068,6-9=-2673/0, 7-9=0/7038 NOTES- (9) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)The Fabrication Tolerance at joint 10=12% 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)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 9-3-7 from the left end to connect truss(es)FG3(2 ply 2x6 SP)to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)Segn:A0020090,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-880,6-7=-208,8-14=-20 Concentrated Loads(lb) ... Vert:16=-121(F) �`�� `LICENSE m ^ . No.42704 5 STATE OF '4� r ss�oNA�.ti'�� William M. Ranieri, P c It 42704 ocuss was Type • ' Dwg No 082 2 728315 FG4 FLOOR 1 Job Reference o tional American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi-rek Industries,Inc. Thu Aug 2815:31:18 2014 Pale 1 I D:cBA3zpKbMfN UP?GwJa8Yk9zZ]j N-Y W9OkHObZ4Yavpwb354bbg4a_D7BY7A_aBIn IVY1Hxt 3-2-13 6 3 15 9 5-0 12$1 15-7-3 18-10-0 3-2-13 3-1-1 3 1-1 3-1-1 3-1-1 1 3-2-13 Scale=1:30.9 Dead Load Def.=11/16 in 54= 4x4= 2x4 II 4x4= 3x6= 5x6= 6x6= 16x6 2 3 4 5 6 7 8 "It 16 17 14 18 13 19 12 20 11 21 10 22 23 9 4x4 11 HUS26 7x8 HUS26 8x8= HUS26 4x8— 5x6= HUS26 6x6= 4x4 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 3 2-13 6 3 15 9-5-0 I 12$1 77-3 18-10-0 3-2-13 3 1-1 3-1-1 3 1-1 3-1-1 3-2-13 Plate Offsets(X,Y)- [9:Edge 0-3-8],[13:0-4-0,0-5-0],[14:0-3-8,0-3-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(CIL) -0.20 12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.89 12 >250 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:207 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except BOT CHORD 2x6 SP No.2*Except* end verticals. B2:2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2*Except* EV1:2x6 SP No.2,EV2,W20406,W8010:2x4 SP No.3 REACTIONS. (Ib/size) 15=2489/0-5-4 (min.0-1-8),9=2469/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-2064/0,1-2=-6085/0,2-3=-9889/0,3-4=-10569/0,4-5=-10569/0,5-6=-9818/0, 6-7=-9818/0,7-8=-6077/0,8-9=-2054/0 BOT CHORD 15-16=0/585,16-17=0/585,14-17=0/585,14-18=0/6085,13-18=0/6085,13-19=0/9890, 12-19=0/9890,12-20=0/9818,11-20=0/9818,11-21=0/6077,10-21=0/6077,10-22=0/438, 22-23=0/438,9-23=0/438 WEBS 1-14=0/5772,2-14=-1654/0,3-13=-763/0,3-12=0/710,4-12=486/0,5-12=0/786, 5-11=-778/0,7-10=-1661/0,8-10=0/5904,2-13=0/3983,7-11=0/3917 NOTES- (9) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)The Fabrication Tolerance at joint 6=20% 4)Refer to girder(s)for truss to truss connections. 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)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-0-0 from the left end to 18-2-8 to connect truss(es)FT1 (1 ply 2x4 SP)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)Segn:A0020092,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1-00,Plate Increase=1.00 ,...,••�� / Uniform Loads(plf) Vert:1-8=-172,9-15=-20 , �. . LICENSE •;� Concentrated Loads(lb) � Vert:13=-141(B)11=-141(B)16=-141(8)17=-141(B)18=-141(B)19=-141(B)20=-141(B)21=-141(B)22=-141(8)23=-141(B) s No.42704 •It. • STATE OF ass......, William M. Ranieri, P c # 42704 Truss russ ype � Dwg No 084 728315 FT1 ROOF SPECIAL 10 1 Qty Job Reference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 2815:31:19 2014 Page 1 ID:c8A3zpKbMfN UP?GWJa6Yk9zZ)jN-0ijmydPDKOgRWzVndobg82doMdZbHfP7orVKgxyj Hxs 5-0-4 6-1-0 7-5-0 5-04 1-0-12 1-4-0 Scale=1:13.6 Dead Load Defl.=1/16 in 0.13 L2 7x6 zz 1 2x4 11 10 2 3.00112 3 W1 �7j T2 W2 4 B1 4x4= 5 6 3x4= 5 0 4 6-1-0 5-0-4 1 0 12 Plate Offsets(X,Y)- [2:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.09 5-6 >780 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Weight:28 Ib FT=20% LUMBER- BRACING- -- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except T2:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=521/Mechanical,3=991/0-6-0 (min.0-1-8) Max Horz 6=-34(LC 12) Max Uplift6=-28(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-341/145,2-3=-1245/0 BOT CHORD 5-6=0/1085,3-5=0/1117 WEBS 2-6=-1092/0 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-7 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 6. 7)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Segn:A0020094,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-140,2-4=-140,6-7=-20 Concentrated Loads(Ib) 11w M■ Vert:2=-376 •.••�• ••.••"�YA� 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `LICEfV3E• m Uniform Loads(plf) .• A Vert:1-2=-110,2-4=-110,6-7=-20 : ;•- No.4Z704 Continued on page 2 • _. STATE OF William M. Ranieri, P c # 42704 o russ Truss Type � Dwg No 084 728315 I Frt ROOF SPECIAL 10 1 Job Reference o tional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 28 15:31:19 2014 Page 3 ID:c8A3zpKbMfNUP?G vJa8Yk9zZJ1N-0ijmydPDKOgRWzVndobg82doMdZbHfP7orVKgxyjHxs LOAD CASE(S) Standard Concentrated Loads(lb) Vert:2=-263 16)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-2=-20,2-4=-20,6-7=-20 Concentrated Loads(lb) Vert:2=-256 17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-111,2-3=-102,3-4=-97,6-7=-20 Horz:1-2=-1,2-3=8,3-4=13 Concentrated Loads(lb) Vert:2=-351 18)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-111,2-3=-111,3-4=-106,6-7=-20 Horz:1-2=-1,2-3=-1,3-4=4 Concentrated Loads(lb) Vert:2=-351 19)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-111,2-3=-111,3-4=-106,6-7=-20 Horz:1-2=-1,2-3=-1,3-4=4 Concentrated Loads(lb) Vert:2=-351 20)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-111,2-3=-111,3-4=-106,6-7=-20 Horz:1-2=-1,2-3=-1,3-4=4 Concentrated Loads(lb) Vert:2=-351 ' LICENSE'•• m No.42704 i STATE OF <O Rtpp'`'��k' �NAI��' William M. Ranieri, P c # 42704 o ruse cuss ype •. s Dxg No 086 728315 FT2 FLOOR 1 1 Job Referyence(optional) 014 g American Builders Supply,Sanford,Ft 32771 Run: A= e 1 �UP Print: GwJa8Yk9zZhN-0ij ydPDKOg WiVndobg82Inc.Thu drtdb4Hek728 15:31:19orVKgxyiHxs 4-3-14 8-10-12 4-3-14 4-6-14 2x4 11 Scale=1:20.0 1 5x6— 2 4x4— 3 W5 W3 EW Y EV1 B2 4x6= 4 4x4= 7 34 6 2x4 11 4-3-14 8-10-12 4-3-14 4-6-14 Plate Offsets(),Y)— [5:0-5-12,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl UdPLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.06 5 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.11 4-5 >960 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:54 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=516/Mechanical,4=516/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-45710,1-2=-1266/0 BOT CHORD 4-5=0/1348 WEBS 2-4=-1382/0,1-5=0/1300 NOTES- (4) 1)Refer to girder(s)for truss to truss connections. 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Segn:A0020096,Date:08/28/2014 LOAD CASE(S) Standard LICENSE •;�� ►:• No.42704 STATE 8F e� NAIti William M. Ranieri, P c # 42704 cuss Tnjw Type Qty Ply fheg No 088 728315 FT4 FLOOR 1 1 Job Reference(optional) nrtrenpn embers Supply,Sanford,FL 32771 Run:7.520 5 May�8 2014 Font:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 28 15:31:20 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9z4N-UvH89zPr5io1874zBW63gF9131 s80AIG 1 VEuNOyj Hxr 4-4-7 8-8-14 8-1-14 -1- 44-7 4-4-7 0-5-0' 2x4 11 3x8= 2x4 11 Scale=1:20.0 1 2 3 EVt W2 Id 7 U4— 6 5 2x4 11 3x4= 4-4-7 _ 84-14 -14 4-4-7 4-4-7 ola LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.04 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.09 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:53 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-8-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=492/0-4-0 (min.0-1-8),7=530/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 6-7=0/481,5-6=0/481 WEBS 2-7=-593/0,2-5=-593/0 NOTES- (4) 1)Refer to girder(s)for truss to truss connections. 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Segn:A0020098,Date:08/28/2014 LOAD CASE(S) Standard ��`�;'�LICENSE�•;� N0.42704 STATE OF 0 F10 William M. Ranieri, P # 42704 Job Truss Truss Type 1• r Dwg No 089 728315 FTA4 HALF HIP GIRDER 1City Ply 2 Job Reference(optional) `` American Builder's Supply,Sanford,FL 32771 Run:7520 5 MaYy 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Thu Aug 28 15:31:22 2014 Page 1 I D:c8A3zpKbMfNUP?GwJa8Yk9zZb.N-RHPuafR5cJ2?NREMlw8XIgFJaraCU?DZVpj_RGyjHxp 1�0 3�-0 5 7-0 7-10-0 11SF 15-5-0 19 1-10 23-0-0 1 4 0 ' 3�0 23-0 2-3 0 3 10 6 3-8-10 3 8 10 3-10.6 Scale=1:39.8 Dead Load Defl.=12 in NAILED 3.00 F12 NAILED 5x8— NAILED 4x4= 2x4 11 5x8= 2x4 11 5x6= 3 78 19 4 5 20 6 7 8 2 — 14 21 22 13 12 11 10 9 3x6= 2x4 1 i NAILED 5x6= 7x8= 2x4 11 5x10= 3x4 11 NAILED HHUS26-2 NAILED 3�U 7-10-0 11 8 6 15-5 0 19-1-10 23-0-0 3 4 0 4-6-0 3-10-0 3-&10 348110 3-10-0 Plate Offsets(X,Y)- [2:0-4-3,0-0-31,[3:0-6 00-2-0] [6:0-4-0,0-3-0],[12:0-4-0,0-5-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.4012-13 >679 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.94 12-13 >293 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:245 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3'Except' TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except T2:2x4 SP M 30,T3:2x4 SP No.2 end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* W3,W7,W9,W11:2x4 SP Not REACTIONS. (Ib/size) 9=1561/0-6-0 (min-0-1-8),2=1931/0-6-0 (min.0-1-8) Max Hoa 2=48(LC 25) Max Uplift9=-153(LC 5),2=-158(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5688/178,3-18=-9875/150,18-19=-9875/150,4-19=-9875/150,4-5=-9546/420, 5-20=-9546/420,6-20=-9546/420,6-7=-4628/390,7-8=-4628/390,8-9=-1315/144 BOT CHORD 2-14=-183/5486,14-21=-170/5514,21-22=-170/5514,13-22=-170/5514,12-13=-1 50/9875, 11-12=-571/8411,10-11=-571/8411,9-10=-42/369 WEBS 3-13=0/4519,4-13=-792/4,4-12=-770/423,5-12=-333/111,6-12=0/1476,6-11=0/268, 6-10=-3906/197,7-10=-331/119,8-10=-359/4399 NOTES- (15) 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)Plate(s)at joint(s)12 checked for a plus or minus 2 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 Ib uplift at joint 9 and 158 Ib uplift at joint 2. �1 Ma 10)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,21,22,23,24,25,26,27,28,29,30,31,32 has/have been modified. ��,..•.+.. Buildingdesigner must review loads to verifythat the are correct for the intended use of this truss. •' . 11)"Semi-rigid it gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LICENSE '• 12)Use Simpson Strong-Tie HHUS26-2(14-1OdGirder,4-1 Od Truss)or equivalent at 7-11-9 from the left end to connect truss(es)FGC V- ply 2x6 SP)to back face of bottom chord. No.42704 13)Fill all nail holes where hanger is in contact with lumber. 14)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. Continued on page 2 ? STATE OF 0R1p6.•'k� ��NAI.ti� William M. Ranieri, P c # 42704 �FTA4 s mss Type --JQ --- 028315 No 089 728315 HALF HIP GIRDER 1 V7__ 2 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 2815:31:22 2014 Paggee 3 ID:c8A3zPKbMfNUP?GwJa8Yk9z4.N-RHPuafR5cJ2?NREM IwBXIgFJaraCU?DZVpj_RGyjHxp LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-67,2-3=-72,3-8=-81,9-15=-20 Horz:1-2=-13,2-3=-8 Concentrated Loads(lb) Vert:4=-325 18=119(B)19=48(B)21=11(8)22=4(B) 15)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-76,2-3=-81,3-8=-81,9-15=-20 Horz:1-2=4,2-3=1 Concentrated Loads(lb) Vert:4=-325 18=119(B)19=48(B)21=11(B)22=4(B) 16)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-76,2-3=-81,3-8=-81,9-15=-20 Horz:1-2=4,2-3=1 Concentrated Loads(lb) Vert:4=-325 18=119(B)19=48(B)21=11(B)22=4(B) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43,2-3=24,3-19=30,19-20=25,8-20=16,9-15=-8 Horz:1-2=-52,2-3=-33 Concentrated Loads(lb) Vert:4=-210 18=-173(B)19=-72(8)21=-76(B)22=-32(B) 22)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-3=15,34=16,4-6=25,6-8=30,9-15=-8 Horz:1-2=-17,2-3=-24 Concentrated Loads(lb) Vert:4=-210 18=-139(B)19=-58(8)21=-76(B)22=-32(B) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-14,2-3=-21,3-8=-21,9-15=-20 Horz:1-2=-6,2-3=1 Concentrated Loads(lb) Vert:4=-272 18=-50(B)19=-21(B)21=-48(B)22=-20(B) 24)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-3,2-3=-10,3-8=-21,9-15=-20 Horz:1-2=-17,2-3=-10 Concentrated Loads(lb) Vert:4=-272 18=-50(B)19=-21(B)21=-48(8)22=-20(B) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46,2-3=27,3-8=27,9-15=-8 Horz:1-2=-54,2-3=-35 Concentrated Loads(lb) Vert:4=-213 18=-166(B)19=-69(B)21=-76(8)22=-32(B) 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=27,2-3=8,3-8=8,9-15=-8 Horz:1-2=-35,2-3=-16 Concentrated Loads(Ib) Vert:4=-230 18=-119(B)19=-50(8)21=-76(B)22=-32(B) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-14,2-3=-21,3-8=-21,9-15=-20 Hoa:1-2=-6,2-3=1 Concentrated Loads(lb) Vert:4=-272 18=-50(B)19=-21(B)21=48(B)22=-20(B) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-14,2-3=-21,3-8=-21,9-15=-20 Horz:1-2=-6,2-3=1 Concentrated Loads(lb) Vert:4=-272 18=-50(B)19=-21(B)21=-48(B)22=-20(B) 29)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-76,2-3=-81,3-8=-81,9-15=-20 Horz:1-2=4,2-3=1 Concentrated Loads(lb) Vert:4=-325 18=14(6)19=5(B)21=-57(B)22=-24(B) 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 �A Uniform Loads(plf) ■ Vert:1-2=-67,2-3=-72,3-8=-81,9-15=-20 ��..•""'••. Horz:1-2=-13,2-3=-8 `LICENSE••• m Concentrated Loads(lb) Vert:4=-325 18=14(B)19=5(B)21=-57(B)22=-24(B) ;• No.42704 •' Continued on page 4 ,� • STATE OF William M. Ranieri, P c # 42704 Nss w as Type Qly ply r Dag No 091 728315 FX Supported Gable 1 1 .Inh Reference/nMinnall American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print.7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug 2815:31:23 2014 ppaagyea 1 ID:c8A3zpKb MfN U P?GwJa8Yk9zZIjN-vUzH n?SkNdAs?a pYsegm luneO E3cDbxbTTYzjAHxo OWI 8 Scale=1:326 34 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Lj 1 5 8 S 0 S 1 2 S 3 4 S 5 1v 4 R2 36 35 34 33 32 31 30 29 28 27 25 25 24 23 22 21 20 19 3x4= 34 FP= 20-8-0 Plate Offsets(X,Y)— [18:0-1-8,Edge],[19:0-1-8,Edge],[37:0-1-8,0-1-0] 20 -0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:90 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(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 20-8-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22,21, 20 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (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)CAUTION,Do not erect truss backwards. 8)Segn:AO020101,Date:08/28/2014 LOAD CASE(S) Standard M. LICENSE-.. No.42704 z STATE OF r A � a1.µal• s NAL�� William M. Ranieri, P c # 42704 VOLZb # d `ua!uea •w Lue!II!M �4 ,.para o�•y. 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William M. Ranieri, P c # 42704 Job cuss I ruseype Ply ' 728315 H5 Hip 1 1 Job Reference(optional) Dwg No 164 American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MTek Industries,Inc. Thu Aug 2815:29:12 2014 Page 1 ID:c8 3zpKbMf 4UP?GwJa8Yk9z2Y11'N-EHYIICsZENgSnSlNhdp2UGs9JRBzOHBRbaE6tpy)Hzr 5 0 0 9-8-8 14-5-0 18-9-8 5-0-0 4-8-8 4-8-8 4-4-8 Scale=1:30.8 Dead Load Dell.=5/16 in 4x4= 3x4= 4x4= 6.00 12 3 16 17 4 18 19 5 20 15 4x4 4x4 2 6 1 �.] N Ogl 10 9 a 7 34 11 3x4= 3x4 3x10= 2x4 II 5 0 0 + 14-5-0 18-9-8 5-0-0 9-5.0 4-4-8 Plate Offsets(XY)— 11:0-2-12.0-1-13) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.45 8-10 >492 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:92 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=746/0-6-0 (min.0-1-8),7=746/Mechanical Max Horz 1=57(LC 11) Max Uplift1=-173(LC 12),7=-174(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-374/80,2-15=-1112/381,3-15=-1043/389,3-16=-944/393,16-17=-944/393, 4-17=-944/393,4-18=-871/351,18-19=-871/351,5-19=-871/351,5-20=-942/349, 6-20=-1023/341,6-7=-727/282 BOT CHORD 1-10=-291/931,9-10=-404/1150,8-9=-404/1150 WEBS 3-10=-19/333,4-10=-310/144,4-8=-379/185,5-8=0/265,6-8=-194/807 NOTES- (9) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-0-0,Exterior(2)5-0-0 to 18-7-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 1 and 174 Ib uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Segn:A0020114,Date:08/28/2014 LOAD CASE(S) Standard 'LICENSE N0.42704 TATE 8F•� (� NAt� William M. Ranieri, P c # 42704 Job toss Truss Type Dwg No 1132 728315 H1 Roof Special Girder 1 1 Job Reference(optional) I Qty ply American Builder's Supply,Sanford,FL 32771 - Run:7.520 s May B 2014 Prirrt 7520 s May 8 2014 M7ek Industries,Inc.Thu Ary 2815:29:10 2014 Page 2 I D:c8A3zpKbMf N UP?GwJa8Yk9zZj N-I u0?lW rl iIPkY88_ZCna PmoWd WAYIY88GI?pwy�Hzt LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-4=-60,4-5=-60,5-6=-60,6-7=-60,7-8=-60,8-9=-60,10-15=-20 Concentrated Loads(Ib) Vert:3=71(B)7=71(B)16=31(B)17=31(B)18=45(B)19=18(B)20=18(B)21=45(B) M. '�LICENSE�� m � s No.42704 '-*"g zg 1 STATE OF NA►.� William M. Ranieri, P c # 42704 Job cuss `Truss ype Dwg No 1671 728315 GX Scissor Structural 1 1 __ Job Reference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 28 15:29:09 2014 Page 1 I D:c8A3zpKbMfN U P?GwJa8Yk9zZ1[N-gisdfAggxSHMRZo?VGLsdEgzD9Gpt?_vc?SG Uyj Hzu -1-4-0 1-6-0_ 5$11 9-M 136-6 17-10-0 19.4-0 20-8-0 4$11 310.6 3-10-6 4-3-11 1$-0 1-0-0 Scale=1:368 4x4= Dead Load DO. i =1/4 n 5 6.00 F12 7x8 il—� 32 33 87x8 4 T 3x4 31 11 0 34 9V ` B EVA 2 g 1 1 8 I�N 14 1210 9 13 3.00 12 3x6 II 5xB— 5x8= 7x10 NA71J 1-6-0, 98-0 17-10.0 18 9019-4-0 tY7-tl 0-11% 8-2-0 8-2-0 o-11-0�0-711 Plate Offsets(X,Y)- [4:0-4-0,0-2-41.[6:0-4-0,0-2-4],[9:0-0-8,0-2-121.[14:0-M,0-1-8],117:0-1-10,0-1-01,127:0-1-10,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.15 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.41 10-11 >530 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight:124 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. EV2:2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=826/04-0 (min.0-1-8),13=871/0-4-0 (min.0-1-8) Max Horz 13=-135(LC 10) Max Uplift9=-243(LC 12),13=-266(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-31=-561/120,4-31=-491/136,4-32=-1246/314,5-32=-1186/328,5-33=-1186/315, 6-33=-1247/302,6-34=-804/225,7-34=-882/206,7-9=-864/323 BOT CHORD 11-12=-253/1223,10-11=-319/1304 WEBS 5-11=-159/855,6-10=-662/234,4-12=-915/352,3-13=-942/272,3-12=-80/618, 7-10=-43/656 NOTES- (10) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 9-8-0,Exterior(2)9-8-0 to 12-8-0 zone;cantilever left and right exposed;C-C for members and forces&MW FRS 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 studs spaced at 14-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 Ib uplift at joint 9 and 266 Ib uplift at joint 13. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Segn:A0020111,Date:08/28/2014 ■ LOAD CASE(S) Standard � `;••••••`•••. LICENSE m No.427Q4 : STATE OF 0 Ft ; 4 William M. Ranieri, P c # 42704 0 russ �M=Dnop�itchGirldew DNg No1 Ply 728315GAG 1 1 Job Reference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 28 15:29:08 2014 Page 1 511-0 ID:c8A3zpKbMfNUP?GwJa8Yk9z4N-MVJESgp2A89OJr_cSn16KQhRUgre4Y?rhyGvk1 yj Hzv 55-11-0 2x4 11 Scale=1:20.2 2 Dead Load Defl.=1/8 in 6.00F1_2 T1 1 B1 "`111 7 8 3 HUS26 HUS26 2x4 I I 5x6= 5-11-0 Plate Offsets(X,Y)- [1:0-0-11,0-0-14) 511-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.10 3-6 >724 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.24 3-6 >292 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:28 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=942/0-6-0 (min.0-1-8),3=907/Mechanical Max Horz 1=102(LC 21) Max Upliftl=-204(LC 8),3=-249(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1471/322 BOT CHORD 1-7=-739/2618 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 204 Ib uplift at joint 1 and 249 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-11-12 from the left end to 3-11-12 to connect truss(es)GA2(1 ply 2x4 SP)to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)Segn:A0020109,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(lb) �� M■ Vert:7=-694(F)8=-694(F) �••.••+••..' 'LICENSE•:r� m fe N0.42704 STATE OF 4 %'.".o R1o,.P•• sSNAI� William M. Ranieri, P c t42704 Job Hiss Truss Type Dwg No 095 728315 GA2X Common Girder 1 1 Fference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc. Thu Aug 2815:29:08 2014 Page 1 ID:c8A3zpKbMfN U P7GwJa8Yk9zZj)N-MVJ ESgp2A89OJr__cSnl6KQhVAquT4XHrtiyGvkl yjHzv 1 4 0 4-5-14 8-11-8 13-5-2 17-11-019-3-0 1 4 0 4-5-14 4-55-10 4-5-10 4-5-14 14-0 40= Scale=1:34.9 5 6.00 12 NAILED 6NAILED 4 Special Ni SpeCW 3x4 i 24 25 3x4 3 qq W4 ZKL W5 ET V116 W7 7 2 •q 8 9 I�B1 g2 26 27 28 29 10 30 31 32 33 3x6 II special NAILED NAILED NAILED 5x8= NAILED NAILED Special 34 11 NAILED 8-11-8 17-11-0 8-11-8 8-11-8 Plate Offsets(X,Y)— [2:0-0-1,0-1-5],[8:0-3-1,0-15],[10:0-4-0,0 -0] [13:0-1-12,0-0-121,113:0-1-12,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0-0610-18 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0-1310-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight:107 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 2=597/0-6-0 (min.0-1-8),8=598/0-6-0 (min.0-1-8) Installation guide. Max Horz 2=-125(LC 6) Max Uplift2=-281(LC 8),8=-281(LC 8) Max Grav2=629(LC 36),8=630(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-487/82,3-24=-838/349,4-24=-844/373,4-5=-704/319,5-6=-704/319,6-25=-842/373, 7-25=-838/349,7-8=-486/84 BOT CHORD 2-26=-240/813,26-27=-240/813,27-28=-240/813,28-29=-240/813,10-29=-240/813, 10-30=-239/738,30-31=-239/738,31-32=-239/738,32-33=-239/738,8-33=-239/738 WEBS 510=-151/340 NOTES- (11) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 Ib uplift at joint 2 and 281 Ib uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 158 Ib up at 2-0-0, and 122 Ib down and 158 Ib up at 1510-3 on top chord,and 42 Ib down and 75 Ib up at 2-0-0,and 42 Ib down and 75 Ib up at 15-10-3 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Segn:AO020107,Date:08/28/2014 ■ LOAD CASE(S) Standard � .••••...^rye/' 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ,x• •'.•"'•III w LICEfVSE Uniform Loads(plf) 5-g Vert:1-5=-60,5-9=-60,16-20=-20 :r s No.42704 Continued on page 2 ••1 STATE aF d F119646 '�v William M. Ranieri, P c # 42704 NSS I NSS I ypB ' Dwg NO 095 Qty ply 728315 GA1 COMMON 1 1 Job Reference(optional) American Buiklees Supply,Sanford,FL 32771 Run:7.520 s May B 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 2815:29:06 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZjN-Q7BU19ooeXvl3XrDKMieF?cB308bcchYDenof9yfHzx 1 4 0 4-5-14 8-11-8 13-52 17-11-0 1�0 4-514 4-510 4-510 4-514 Scale-1:32.4 4x4— Dead Load Defl.=1/8 in 5 6.00 12 79 20 2x4 2x4 4 e 1 21 3x4 G 18 7 3x4 c 3 8 2 q B1 82 Id 9 M 3x8 I I 5A= 3x6 I I , 8-11-8 17-11-0 I 8-11-8 B-11-8 Plate Offsets(X,Y)— [2:0-4-1,Edge],[8:0-3-8,Edge],[9:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.08 9-12 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.22 9-12 >988 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:85 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=714/0-6-0 (min.0-1-8),2=800/0-6-0 (min.0-1-8) Max Horz2=122(LC 11) Max Uplift8=-164(LC 12),2=-230(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-756/0,3-18=-1073/356,4-18=-997/368,4-19=-839/274,5-19=-777/285, 5-20=-777/300,6-20=-840/289,6-21=-1006/386,7-21=-1082/373,7-8=-778/61 BOT CHORD 2-9=-273/922,8-9=-274/935 WEBS 5-9=-93/473,6-9=-298/184,4-9=-284/178 NOTES- (7) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11, Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0to 1-8-0,Interior(1)1-8-0 to 8-11-8,Exterior(2)8-11-8 to 11-11-8 zone;cantilever 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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 Ib uplift at joint 8 and 230 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:A0020105,Date:08/28/2014 LOAD CASE(S) Standard LICENSE�%. m No.42704 ? s STATE OF a,!► .�0 R1900 William M. Ranieri, P c # 42704 Job Truss cuss ype D++g No 093 728315 G2 Common 1 1 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc. Thu Aug 2815:29:05 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZjjN-xwd6gpnAtDnRRNG1 mfBPin4OEcnMt82P_1 E7jyjHzy 5-5-9 9-8-013-10-8 19-4-0 20-8-0 5-5-9 4-2-8 4-2-8 5-5-9 1 14-0 4X4= Scale=1:34.6 Dead Load Defl.=3/16 in 4 6.00 F12 2x4 19 20 2x4 i 3 5 18 3x4 21 3x4 2 6 1 7 1 81 8 82 d 9 3x8 I I f;�= 3x8 11 9-8-0 194-0 9-8-0 Sao Plate Offsets QX Y)— [1:0-3-8,Edge],p:0-4-1,Edge] [9:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.11 9-12 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.30 9-12 >765 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:90 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 1=771/Mechanical,7=856/0-6-0 (min.0-1-8) Installation guide. Max Hoa 1=-131(LC 10) Max Upliftl=-1 78(LC 12),7=-243(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-856/34,2-18=-1109/390,3-18=-1107/399,3-19=-905/311,4-19=-841/326, 4-20=-841/311,5-20=-904/300,5-21=-1099/383,6-21=-1151/367,6-7=-836/0 BOT CHORD 1-9=-255/992,7-9=-257/983 WEBS 4-9=-134/539,5-9=-303/189,3-9=-313/194 NOTES- (8) 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=42psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-8-0,Exterior(2)9-8-0 to 12-8-0 zone;cantilever 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 Ib uplift at joint 1 and 243 Ib uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:AO020103,Date:08/28/2014 LOAD CASE(S) Standard ks GENSE••• m No.42704 STATE OF 0 F119 William M. Ranieri, P c # 42704 Job Truss Fuss ype _7 OvA 728315 G Sdssor 2 1 0r+9 No Job Reference o tional American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 28 15:29:04 2014 Pa 1 ID:c8A3zpKbMfNU P?GwJa8Yk9zzjiN-Tk3kcTmX6vfbgDhgDygA9aXnOCS98crFmKlhb(!yrzz 1-0 0 1-0 0 5 9 11 9 8 0 13-0-6 17-10-0 19-0-0 20-8-0 1-0-0 1�-0 4-3-11 3-10 3-10-0 4-311 Scale=1:35.7 4x4= Dead Load DO.=1/4 in 5 6.00 12 4x6 4 o 18 19 64x6 NJ 2x4 11 13 20 2x4 11 3 17 7 54 2 1 B N 1 B4 9 Id 16 15 14 &DO 12 1211 10 3x6 11 5x6= 5x6= 3x6 11 p 7-0 1�i0 9-8-0 17-10-0 118-9-0194-0 0-7-0 0-11-0 8-2-0 B-2-0 0 11-0 7 Plate Offsets(X,Y)- [10:0-0-8,0-1-81,[16:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.44 13-14 >489 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.52 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:101 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 15=850/0-4-0 (min.0-1-8),11=850/0-4-0 (min.0-1-8) Installation guide. Max Horz 15=-134(LC 10) Max Upliftl5=-260(LC 12),11=-244(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-522/97,3-17=-495/123,4-17=-483/139,4-18=-1183/294,5-18=-1124/308, 5-19=-1124/294,6-19=-1183/280,6-20=-483/140,7-20=-495/123,7-8=-522/97, 2-16=-460/170,8-10=-460/170 BOT CHORD 15-16=48/398,14-15=-27/472,13-14=-231/1172,12-13=-273/1169,11-12=-48/398, 10-11=-48/398 WEBS 5-13=-136/795,6-12=-903/311,4-14=-903/327 NOTES- (7) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 9-8-0,Exterior(2)9-8-0 to 12-8-0 zone;cantilever 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 260 Ib uplift at joint 15 and 244 Ib uplift at joint 11. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:AO020104,Date:08/28/2014 LOAD CASE(S) Standard ��. LICENSE••• m NON42704 i STATE 8F ass.........�� NAI� William M. Ranieri, P c # 42704 Job cuss Iruss type ' favg Na O5� 728315 EJK1 Jack-0pm Qty ply 12 1 Job Reference o tional Mierican Buiklers Supply,Sanford,FL 32771 Run:7.520 s Mayy 8 2014 Pmt:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug 2815:29:03 2014 Page 1 1 4 0 ID 6c�A3zpF01MfNUP?GwJa8Yk9zZg?YVLP71vLcXkC46efE9xdM_eApEiPHm6xhY84gyjl_ 1�0 4-64 Scale=1:17.2 3 6.00 F12 6 N T1 N N 2 EVII 1 a1 4 5 3x6 11 4-6-4 4-6-4 Plate Offsets Qx Y)- [5:0-3-8.0-1-8] -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, except BOT CHORD 2x4 SP Not end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5=277/04-0 (min.0-1-8),3=111/Mechanical,4=47/Mechanical Max Horz5=116(LC 12) Max Uplift5=-92(LC 12),3=-64(LC 12) Max Grav5=277(LC 1),3=115(LC 17),4=80(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 4-5-8 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 Ib uplift at joint 5 and 64 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:AO020069,Date:08/28/2014 LOAD CASE(S) Standard M. \ . LICENSE'•••�� Jf No.42704 %* TATE OF %04 0 F110 William M. Ranieri, P c # 42704 Job cuss Hiss ype 728315 EJ28 Jack-0pen 4 1 a+9 No 057 Job Referen�fopfioaalj American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc. Thu Aug 2815:29:01 2014 Page 1 I D:cBA3zpKbMfN U P?GwJa8Yk9zZjj N-39 N b_Rkfq_H OzmyFXp7TYxvLO?aexNGp4 N31?xyj I_0 Scale=1:13.6 3 6.00 F12 6 N 2 T1 0)N C6 1 B1 4 5 3x8 I I 2-8-8 2-8-8 Plate Offsets(X,Y)— [5:0-4-8,0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 5=215/0-6-0 (min.0-1-8),3=54/Mechanical,4=20/Mechanical Installation guide. Max Horz 5=84(LC 12) Max Uplift5=-86(LC 12),3=-33(LC 12) Max Grav5=215(LC 1),3=58(LC 17),4=45(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 2-7-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 Ib uplift at joint 5 and 33 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:AO020067,Date:08/28/2014 LOAD CASE(S) Standard MAO 44,44 LICENSE'•• m No.42704 i STATE DF O Rlp�''�ti ass 440..4. .- �' William M. Ranieri, P c # 42704 Job cussnrss ype Dwg No 056 728315 EJ7T Jack-Open 4 1 Job Refere�(opfional) American Builders Supply,Sanford,FL 32771 Run:7.520 s Ma 82014 Print:7.520 s Ma 6 2014 MTek Industries,Inc.Thu Aug 28 15:29:00 2014 Page 1 1�0 2�0 ID:c8A9zp 4)-0 ?GwJa8Yk9zZjjN bzgDm5j13h99LcN3_6bE?kM7nb7yCwOgIKUTVyil_1 1�0 2�0 4-8-0 4 Scale:112=1' Dead Load Defl.=1/16 in 6.00 12 13 T1 12 3 2 B3 6 2x4 I I � 1 B1 �d z = 7 8 2x4 11 3x6 11 2�0 7-0-0 2�-0 4-&0 Plate Offsets [3:0-1-14,0-0-8],[8:0-0-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.07 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.13 5-6 >646 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010/T1312007 (Matrix-M) Weight:28 Ib FT=201/6 LUMBER- _ BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B2:2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 8=462/0-6-0 (min.0-1-8),4=142/Mechanical,5=58/Mechanical Max Horz8=160(LC 12) Max Uplift8=-1 1 O(LC 12),4=-81(LC 12) Max Grav8=462(LC 1),4=146(LC 17),5=97(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-433/220,3-12=-1180/669 BOT CHORD 3-6=-1022/1588 NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-14-0 to 1-8-0,Interior(1)1-8-0 to 6-11-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 Ib uplift at joint 8 and 81 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:AO020066,Date:08/28/2014 LOAD CASE(S) Standard � . M. LICENSE'-* No.42704 s STATE OF William M. Ranieri, P c # 42704 ru russ ype Dwg No 059 728315 EJ7 Jack-Open 4 1 Job Reference o tional American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc. Thu Aug 28 15:28:59 2014 Page 1 ID:c8A3zpKbMflJUP?GwJa8Yk9zZjjN-7mGrZliPI N1 liSotQO4?SWqu6BoATTmWc3awx3yjl_2 1 4 0 7-0-0 1 0 7-0-0 - 3 Scale:1/2'=1' Dead Load Defl.=3/16 in 6.00 12 7 N T1 v cA 6 2 1 1 131 5 3x8 11 4 7-0-0 { 7-0-0 Plate Offsets(X,Y)— [5:0-4-0,0-04) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.16 4-5 >519 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.26 4-5 >305 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a n/a BCDL 10.0 Code FBC2010lTPI2007 (Matrix-M) Weight:25 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=373/0-6-0 (min.0-1-8),3=178/Mechanical,4=80/Mechanical Max Horz5=161(LC 12) Max Uplift5=-104(LC 12),3=-102(LC 12) Max Grav5=373(LC 1),3=183(LC 17),4=125(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-318/245 NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 6-11-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 Ib uplift at joint 5 and 102 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:A0020063,Date:08/28/2014 LOAD CASE(S) Standard ; LICENSE = s Of No. 2704 STA64 `�rTE �F ass.........-�.�' �7NA1.� William M. Ranieri, P c # 42704 Russ �7, : 728315 EJ4F 2 7 1 a9 No OEM Job Reference o tional American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May.8 2014 MiTek Industries,Inc.Thu Aug 28 15:28:58 2014 Page 1 ID:c8A3zpKbMfNUP7GwJa8Yk9zZbN-eaiSMOhnX3vR6l DhshZmwJHrmYhkOWNNPrNOcyjl_3 -141-0 40-0 1�0 4-0-0 Scale=1:10.2 3 3.00 F12 9 0 2 T1 8 n 1 Bt 4 3X4- F - - --- _ 4-0-0 ---- 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 3=99/Mechanical,2=251/0-6-0 (min.0-1-8),4=45/Mechanical Max Horz 2=53(LC 12) Max Uplift3=-42(LC 12),2=-102(LC 12) Max Grav3=99(LC 1),2=251(LC 1),4=71(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-Oto 3-11-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 Ib uplift at joint 3 and 102 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:A0020061,Date:08/28/2014 LOAD CASE(S) Standard • LICENSE": m No.42704 STATE 4F William M. Ranieri, P c # 42704 Hiss russ ype Dwg No 049 728315 E.3 Jadc0 pen 4 1 City pl� Job Reference(optional) American Builders Soppy,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May.8 2014 MTek Industries,Inc.Thu Aug 2815:28582014 Page 1 ID:c8A3z-0 MfNUP?GwJa8Yk9zZjlN-eaiSMQhnX3vR61DhshZmwJHrHoZtkOWNNPrNONI_3 -1-4-0 3.0.0 1 0 3-0..0 Scale=1:13.5 3 6.00 12 6 N T1 '�N 2 El/1 1 B1 4 5 3x6 I I - -- 3-0-0 - Plate Offsets QX Y)- [5:03 3-0-0-8,0-1-81 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5=224/0-6-0 (min.0-1-8),3=64/Mechanical,4=24/Mechanical Max Horz 5=89(LC 12) Max Uplifts=-91(LC 12),3=-37(LC 12) Max Grav5=224(LC 1),3=68(LC 17),4=50(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 2-11-4 zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 Ib uplift at joint 5 and 37 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:AO020059,Date:08/28/2014 LOAD CASE(S) Standard LICENSE•:*�� fe N0.42704 i STATE OF William M. Ranieri, P c # 42704 JJob Truss Truss Type Qty ply 728315 EJ1H Jack-Open 2 1 ' DvrgHo049 Job Reference o tional American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi7ek Industries,Inc. Thu Aug 2815:28:56 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8YkWz N-iCaixkgW?SFjs?411GXIruCVO_u?G614w5MGKkyjI_5 -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:9.4 3 6.00 F12 2 T1 1 d 1 B1 RE 4 5 3x8 11 1-0-0 Plate Offsets(X,Y)— [5:0-4-8,0-1-8] 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=200/0-6-0 (min.0-1-8),4=-11/Mechanical,3=-33/Mechanical Max Horz5=55(LC 12) Max Uplift5=-110(LC 12),4=-11(LC 1),3=-33(LC 1) Max Grav5=200(LC 1),4=10(LC 3),3=24(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 Ib uplift at joint 5,11 Ib uplift at joint 4 and 33 Ib uplift at joint 3- 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Segn:A0020057,Date:08/28/2014 LOAD CASE(S) Standard ��1 MJA.Zn� . ' LICENSE••; - ' s No.4Z704 STATE OF William M. Ranieri, P c # 42704 Truss russype Qty 17� ' Dvg No 040 728315 DG Common Girder 1 1 _ _ Job Reference(optional) American Builder's Supply,Sanford,FL 32771 - Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug2815:28:56 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9z7 jN-iCabckgW?Sfjs?411GXINCILJ5Gvw4w5MGKkyjI_5 7-7-8 1.4-11-8 19-10-11 26-9-6 29-11-0 1 4 0 7-7-8 7--0 411-3 6-10 11 31-10 4x6 11 Scale=1:54.4 Dead Load Defl.=5/16 in 6.00 12 6 3x4 2x4 11 7 3x4 2x4\\ 5 8 4 5x6 9 3x4 3 2 1 1 id 62 14 13 22 23 12 11 56 11 4x4 7x10 MT20H= 3x10 11 7x8= 3x4= HHUS26-2 10-0-5 19-10-11 1 26-9-6 29-11-0 10-0-5 9-10-6 6-10-11 31-10 Plate Offsets(X,Y)— [2:0-3-9,0-0-1],[10:0-M 0-3-1] [12:0-4-12 0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.33 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.67 12-14 >534 180 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:161 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied. T4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. BOT CHORD 2x4 SP M 30*Except* WEBS 1 Row at midpt 9-12 132:2x6 SP 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No-3 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x4 SP No.3 1-6-0 Installation guide. REACTIONS. (Ib/size) 2=1531/0-6-0 (min.0-1-13),10=3352/0-6-0 (min.0-2-12) Max Horz 2=203(LC 7) Max Uplift2=-405(LC 8),10=-829(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1203/2,3-4=-2477/621,4-5=-2275/605,5-6=-2169/630,6-7=-2911/850, 7-8=-2739/722,8-9=-2906/708,9-10=-5838/1463 BOT CHORD 2-14=-471/2150,13-14=-274/1625,13-22=-274/1625,22-23=-274/1625,12-23=-274/1625, 11-12=-1283/5178,10-11=-1283/5178 WEBS 4-14=420/257,6-14=-169/744,6-12=-464/1705,7-12=-421/234,9-12=-2796/794, 9-11=-544/1918 NOTES- (11) 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=4.2psf;h=15ft;B=45ft;L=30ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 405 Ib uplift at joint 2 and 829 Ib uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 26-6-9 from the left end to connect truss(es)D-FG(2 ply 2x6 SP)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ■ 11)Segn:A0020056,Date:08/28/2014 LOADCASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25LICENSE '• Uniform Loads(plo Vert:1-6=-60,6-10=-60,1319=-20 N0.42704 Continued on page 2 S STAT QF • i William M. Ranieri, P c # 42704 Truss I ruse I ype City Ply ' Dr+9 No 04L 728315 DA14 Hip 1 1 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 5 Mey 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc.Thu Aug 28 15:28:55 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZiN-E?OKjOfuE8XsFrV6BZ03kjfCjaKCXabwhRcjolyi I_6 1�-0 7-7-8 13-7-0 16 -0 21-2-12 26 5 0 1�-0 7-7-8 5 11$ 2-9 0 4 70 12 5-2-4 Scale=1:46.9 6.00 72 5x6= 4x4 Dead Load Defl.=7116 in = 6 7 3x4 19 3x4 2x4\\ 5 8 4 20 1 V4 20 11 9 3x4 78 3 13 2112 22 11 3x4- 10 3x8 I I 3Xs— 3x5— 10-0-5 16-40 21-2-12 26-5-0 10-0-5 6.3-11 4-10-12 5 2� Plate Offsets(XY)- [2:0-4-1,Edge].[6:0-3-0,0-2-01 - — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.2910-11 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.7410-11 >428 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:149 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 811-12 oc bracing. SLIDER Left 2x4 SPNo.31-6-0 WEBS 1Raw atmidpt 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1133/0-6-0 (min.0-1-8),10=1049/Mechanical Max Horz 2=159(LC 11) Max Uplift2=-304(LC 12),10=-246(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1059/0,3-18=-1644/522,4-18=-1565/546,4-5=-1442/528,5-6=-1349/549, 6-7=-933/430,7-19=-1039/446,8-19=-1114/430 BOT CHORD 2-13=-480/1448,13-21=-264/986,12-21=-264/986,12-22=-264/986,11-22=-264/986, 10-11=-301/91 1 WEBS 4-13=-393/262,6-13=-182/585,7-11=-105/303,8-10=-1150/417 NOTES- (9) 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=4.2psf;h=15ft;B=45ft;L=26ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 13-7-0,Exterior(2)13-7-0 to 16-4-0 ,Interior(1)20-6-15 to 26-3-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 304 Ib uplift at joint 2 and 246 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Segn:AO020054,Date:08/28/2014 LOAD CASE(S) StandardA �■ zs'o' ICENS.E••;� m N0.42704 STATE OF William M. Ranieri, P c # 42704 Job I cuss Iruss type Qty ply Dwg No 042 728315 DA10 Hip 1 TlJob Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Augg 28 15:28:53 2014 Pagel ID:c8A3zpKb=6P?GwJa8Yk9zZbN-ldvZl ieeiXGB?XLj38zaDFavMnhg3f4eE77cjpyj I_8 14-0 5-6-11 9-7-0 14-11-8 20�-0 26-5-0 14-0 5-6-11 4-0-5 54-8 5-4-8 6-1-0 Scale=1:45.5 Dead Load Defl.=1/4 in 4x4= 3x4= 5x6= 5 18 19 6 20 21 7 6.00 F12 2x4�� 22 4 23 CR2 3x4 11 8 3x4 17 3 q 2 A d11 dd 72 11 10 24 25 3x8 11 3x8= 3x4 3x4 3x6= 9-7-0 17$3 26-5-0 9-7-0 7-11-3 8-10-13 Plate Offsets(XY)- [2:0-4-1,Edge).[7A-3-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.41 9-10 >769 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:142 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1133/0-6-0 (min.0-1-8),9=1049/Mechanical Max Horz2=110(LC 11) Max Uplift2=-304(LC 12),9=-246(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1038/23,3-17=-1690/589,4-17=-1676/605,4-5=-1463/532,5-18=-1267/524, 18-19=-1267/524,6-19=-1267/524,6-20=-1192/480,20-21=-1192/480,7-21=-1192/480 BOT CHORD 2-12=-544/1453,11-12=-428/1334,10-11=-428/1334,10-24=-299/939,24-25=-299/939, 9-25=-299/939 WEBS 4-12=-264/189,5-12=-69/404,6-10=-363/181,7-10=-102/571,7-9=-1140/362 NOTES- (9) 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=4.2psf;h=15ft;B=45ft;L=26ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 9-7-0,Exterior(2)9-7-0 to 24-6-15, Interior(1)24-6-15 to 26-3-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 304 Ib uplift at joint 2 and 246 Ib uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Segn:A0020052,Date:08/28/2014 `A LOAD CASE(S) Standard AW-1!LICENSE••;��m moi► No.42704 STATE 8F %X 0 R10,.P.•' tv William M. Ranieri, P c # 42704 RISS Truss Type QtY Ply 040 728315 DA6 Roof Special Girder 1 1 Job Reference o tional a+9 No American Builder's Supply,Sanford,FL 32771 Run:7.520 s Mayy 8 2014 Print:7.520 s May 82014 M7ek Industries,Inc.Thu Aug 2815:28:52 2014 Page 2 ID:c8A3zpKbMfNUP?G1 vJa8Yk9zZjN-qQLB5MdOxD8HONmXWQSLg21 edNKQK4TU?TO2Bzyj I_9 NOTES- (14) 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14)Segn:AO020050,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-60,5-6=-60,6-11=-60,11-12=-60,13-20=-20 Concentrated Loads(lb) Vert:9=-98(B)16=-887(B)26=-98(B)27=-98(B)28=-98(B)29=-98(B)31=-98(B)32=-98(B)33=-56(B)34=-56(B)35=-56(B)36=-56(B)37=-56(B)38=-56(B)39=-56(B) 'LICENSE' r No.427p4 S .z STATE OF r � ..4 0 R1DsP�'�t1�' y��DNAIti� William M. Ranieri, P c # 2704 Job Truss Truss Type Qty Ply Dwg No036 728315 D13 Hip 1 I Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug 28 15:28:51 2014 Page 1 ID:cBA3zpKbMfN UP?GwJa8Yk9zZjN-MEnpuOcOAwORmDBKyjx68gUYz1 hbkCLmpeVfWy)I_A 1 4 0 6-9-11 13 00 16 11-0 23-1-5 29-11-0 _ 1�0 6-9-11 6 2-5 3-11-0 6-2-5 6-9-11 Scale=1:51.6 4x8_ Dead Load Defl.=3/16 in 6.00 12 4x4= 6 25 26 7 3x4 27 3x4 5 3x4 4 6 N r 28 3x4 3x4 3 44 9 2 10 q11 ccYY 15 14 13 12 11 2x411 3x4 3xB= 2x4 I I 3xB I I 3x8 3x4= 6-9-11 13 0 0 16 11-0 23-1-5 29-11-0 6-9-11 8-25 3-11-0 6-2-5 6-9.11 Plate Offsets[) Y)— 12.0-4-1 Edgel 16:0-5-4,0-2-01,[10:0-4-1 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.30 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:1621b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. WEBS 2x4 SP No.3 FWTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1195/0-6-0 (min.0-1-8),2=1278/0-6-0 (min.0-1-8) Max Horz2=179(LC 11) Max Uplift10=-277(LC 12),2=-341(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-835/128,3-24=-1993/619,4-24=-1979/640,4-5=-1532/552,5-6=-1444/569, 6-25=-1298/563,25-26=-1298/563,7-26=-1298/563,7-27=-1444/572,8-27=-1534/551, 8-28=-1868/645,9-28=-2003/631,9-10=-872/146 BOT CHORD 2-15=-507/1712,14-15=-507/1712,13-14=-311/1297,12-13=-311/1297,11-12=-490/1722, 10-11=-490/1722 WEBS 4-14=-528/229,6-14=-81/386,7-12=-106/387,8-12=-539/232 NOTES- (8) 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=4.2psf;h=15ft;B=45ft;L=30ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0to 1-8-0,Interior(1)1-8-0 to 13-0-0,Exterior(2)13-0-0 to 16-11-0,Interior(1)21-1-15 to 29-11-0 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 277 Ib uplift at joint 10 and 341 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:A0020048,Date:08/28/2014 LOAD CASE(S) Standard 4, Ll f N0.42704 STATE OF ► <0F10,,re f William M. Ranieri, P c # 42704 Job Truss Truss Type Ply ' Dwg No 036 728315 D9 Hip 1 1 Job Reference(optional) American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi-Fek Industries,Inc.Thu Aug 28 15:28:49 2014 Paye 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZjN-Prf3TLb7elmjXwlyglve2PPCa9JZ7gA2JV90aeyil_C 140 4$14 900 14-11-0 20-11-0 2�r2-3 2911-0 31-3-Oi r1�0 4$14 433 511-0 5118 432 4813 1-0-0 Scale=1:52.0 Dead Load Defl.=3/16 in 4x4= 3x8= 4x4= 5 2526 6 2728 7 6.00 12 2x4 2x4 4 8 IV 11,16 N 3X4 i 3x4 3 24 29 9 2 10 �1lal11 15 14 13 12 3x8 I I 3x8— 2x4 II 3x8= 3x8 11 9-0-0 _ 14-11-82011-0 29-11-0 9-0-0 511-8 _ 511 8 9-0-0 Plate Offsets(X,Y)— [2:0-4-1 Edge] [10:0-4-1 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.12 15-18 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.32 15-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:158 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1277/0-6-0 (min.0-1-8),10=1277/0-6-0 (min.0-1-8) Max Horz 2=-132(LC 10) Max Uplift2=-339(LC 12),10=-339(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1041/79,3-24=-1989/691,4-24=-1975/704,4-5=-1786/626,5-25=-1574/614, 25-26=-1574/614,6-26=-1574/614,6-27=-1574/614,27-28=-1574/614,7-28=-1574/614, 7-8=-1786/626,8-29=-1975/704,9-29=-1989/691,9-10=-1041/79 BOT CHORD 2-15=-527/1715,14-15=-495/1877,13-14=-495/1877,12-13=-495/1877,10-12=-542/1715 WEBS 515=-94/499,6-15=-481/173,6-12=-481/173,7-12=-94/499 NOTES- (8) 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=4.2psf;h=15ft;B=45ft;L=30ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 9-0-0,Exterior(2)9-0-0 to 25-4-0, Interior(1)25-4-0 to 31-3-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 Ib uplift at joint 2 and 339 Ib uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:AO020046,Date:08/28/2014 LOAD CASE(S) Standard l� LICENSE�•;� :� No•42704 STATE 8F 4 4.4 %0F1 William M. Ranieri, P c # 42704 JobNSS NSS ype ' Dwg No 0314 728315 DS Roof Special 1 1 Job R�efjerenceo tionalAmerican Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s ay014 Mi Industries,Inc.Thu Aug 28 15:28:48 2014 Page 1 ID:c8A3zpKbMfN U P?GwJa8Yk9zZjN-xf5g F?aV u?esvmTm HaOP WCs 1 Om?MPNOv4r02Gyj 1-0-0 5-0-0 10-3 8 15.7-0 20 3-0 24 5 8 29-11-0 31-3.0 1�0 5 0 0 N 8 53b 4 8 0 42-8 Scale=1:52.6 Dead Load Defl.=7/16 in 4x4= 7 4x4= 2x4 11 4x4= 28 29 2x4 i 6.00 F12 4 5 8 5 26 27 3.4� 24 30 3x4-- c 23 9 3 10 2 11 1 14 13 12 3x8 11 3x10= 4x6— 3x8= 3x8 11 10-3-8 20-3-0 29-11-0 10-3-0 9-11-8 9-8-0 Plate Offsets( [2:04-1 Edge] [1 0:04-1,E LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.22 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.65 12-14 >550 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-12 SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 Fbe Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer stallation uide. REACTIONS. (Ib/size) 2=1277/0-6-0 (min.0-1-8),10=1277/0-6-0 (min.0-1-8) Max Horz 2=-140(LC 10) Max Uplift2=-339(LC 12),10=-339(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1127/37,3-23=-1977/650,23-24=-1963/652,4-24=-1954/664,4-25=-2891/914, 25-26=-2891/914,5-26=-2891/914,5-27=-2891/914,6-27=-2891/914,6-28=-1777/570, 7-28=-1717/581,7-29=-1719/584,8-29=-1773/572,8-30=-1971/633,9-30=-1986/617, 9-10=-1017/60 BOT CHORD 2-14=-491/1704,13-14=-878/3067,12-13=-878/3067,10-12=-474/1710 WEBS 4-14=-352/1351,514=-362/203,6-12=-1796/664,7-12=-343/1246,8-12=-260/168 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=30ft;eave=4ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 50-0,Exterior(2)5-0-0 to 8-0-0, Interior(1)15-7-0 to 31-3-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 Ib uplift at joint 2 and 339 Ib uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:A0020044,Date:08/28/2014 LOAD CASE(S) Standard M ■ LICENSE�•;��s s No.42704 STATE 8F William M. Ranieri, P c # 42704 � � � # - � / \ � � d» � ° )\ . \< /� .(\ �\ �\ � - . Plated Truss Connectors LUS/MUS/HUS/HHUS/HGUS/HUSCDouble Shear JoistHangers `�EERfp, This product is preferable to similar connectors because of 1"for 2xs �v a)easier installation,b)higher loads,c)lower installed cost, i'lie for Vs or a combination of these features. • �� P All hangers in this series have double shear nailing—an innovation that distributes the load through two points on each joist nail for • ;• •e greater strength.This allows for fewer nails,faster installation,and the use e 3 o of all common nails for the same connection. H ® 'e Double shear hangers range from the light capacity LUS hangers to the e13as o ' highest capacity HGUS hangers.For medium load truss applications,the pr MUS offers a lower cost alternative and easier installation than the HUS or . p THA hangers,while providing greater load capacity and bearing than the LUS. • e c ' MATERIAL:See tables below and on page 135. FINISH:Galvanized.Some products available in stainless steel or ZMAX®coating;see Corrosion Information,page 14-15. w� D W HUS210 INSTALLATION •Use all specified fasteners.See General Notes. (HUS26,HUS28, •Nails must be driven at an angle through the joist or truss into LUS28 6MUS28 and HHUS similar) the header to achieve the table loads. •Not designed for welded or nailer applications. M2"--I OPTIONS:•LUS and MUS hangers cannot be modified. ,c •. < • • ° s •HUS hangers available with the header flanges turned in for ° : `• < a s, 1 2-2x(3'/a)and 4x only,with no load reduction.See HUSC o < q : • , Concealed Flange illustration. s `° • H •Concealed flanges are not available for HGUS and HHUS. ° H •See Hanger Options,page 216,for sloped and/or skewed c ° • • ` ®q '• 6 HHUS models. a • •Other sizes available;consult your Simpson Strong-Tie representative. • / R CODES:See page 13 for Code Reference Key Chart. ter'= °Bpi �w �� 4 .These products are available with additional corrosion protection. Wei HGUS28-2 �3 Mir Additional products on this page may also be available with this option, H H U S210-2 '•• check with Simpson Strong-Tie for details. ♦ H U SC v e These products are approved for installation with the Strong-Drive SO r Concealed C Structural-Connector screw.See page 27 for more information i�ii��r� Flanges (not available yMin. Dimensions Fasteners ,�;,�;,� for HHUS, Model Heel Ga Carrying Carried ir'i��i, HGUS and No. Height W H B Member Member 'ii��iii °w HUS2x)SINGLE 2x SIZESca r ` . ° LUS24 2'/e 19/6 13/a 410d 210d (Truss Designer ° 4 . 18 1.See table to provide fastener 'FU—S2-6 41/4 1'/,6 43/4 13/4 4-10d 4-10d on page quantity for connecting MUS26 4"A6 18 19A6 5M6 2 6-10d 6-10d 135 for multiple members HUS26 46/6 16 15/6 53/6 3 14-16d 616d allowable together) Typical HUS26 with HGUS26 416 12 1% 5% 5 20-16d 8-16d loads. Reduced Heel Height LUS28 43/,6 18 1�6 66/6 13/4 6-10d 4-10d w MUS28 65/16 18 1'A6 6t3A6 2 8-10d 8-10d ® Double Shear Dome Double Shear HUS28 6'/i 16 15/6 7 3 22-16d 8-16d Double Nailing Nailing Side View Shear Side View (available on HGUS28 69/16 12 11/e 71/s 5 36-16d 12-16d Nailing Do not some models) z LUS210 41/4 18 19/,6 7i3/,6 13/4 8-10d 4-10d Top View bend tab a U.S.Patent 5,603,580 a HUS210 8% 16 1M. 9 3 30 16d 1_61 6d U N t7 FDFAllowable Loads SP Allowable Loads SPF/HF Allowable LoadsModel No Uplift' Snow Roof Wintl Uplift' Floor Snow Roof Wind Uplift'�(100) Snow Roof Wind(160) (115) (125) (160) (160) (100) (115) (125) (160) (160) (115) (125) (160) SINGLE 2x SIZES LUS24 490 670 765 825 1045 490 725 830 895 1 1135 420 575 655 705 895 LUS26 1165 865 990 1070r1725 1165 940 1075 1165 1475 1005 740 845 915 1160 17,F6,L17 MUS26 1090 1295 1480 1605 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 HUS26 1550 2720 3095 3335 1550 2950 3335 3335 3335 1335 2330 2650 2820 2865 HGUS26 1765 4360 4885 5230 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635 L17 ® LUS28 1165 1100 1255 1360 1165 1200 1365 1480 1835 1005 940 1075 1165 1475 MUS28 1555 1730 1975 1 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 L17 LUS210 1165 1340 1525 1650 2090 1165 1445 1660 1795 2270 1005 1145 1305 1415 1745- 745 17,F6,L17 HUS210 3000 4255 4445 4575 5020 3000 4105 4310 4450 4930 2580 3150 3315 3425 3815 134 Note:For dimensions and fastener information,see table above. See table footnotes on page 135. William M. Ranieri, PE FL Lic # 42704 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK — -- -- ----- �� O MiTek USA,Inc. Page 1 of 1 DO moo TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE L FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK USE META ANCHOR L ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") i BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACECHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") STRONGBACK BACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) 4 y:: THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS (0.131"x 3") EQUALLY SPACED. `��•........� / ALTERNATE METHOD OF SPLICING: = LICENSE OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12) 10d :• NAILS(0.131"x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) d No.42704 s STATE OF *� William M. Ranieri, P c # 42704 TYPICAL GABLE END DETAIL TYPICAL PIATONAL PFACE ATTAC&P TO VEr, CAL- TYPICAL IXC}01?2X4 "L" 5EE TANEOp MAXIMUM PPACE,(IE AFFUCAJN,. ), HEIGHT5 NALE17 TO VEt CA- 5EE TAU EO< MAX, HEIGHT5 12 MAtClf5 COMMON Al 13raanq to be a Minimum 5PF Stud Grade or better TYPICAL GABLE END Externa-Grade 5heathlnq MINIMUM GRADE OF LUMBER TOP CHORD (2x4): NO. 2 5YP BOT GHORD (2x4): NO. 2 5YP WEB5 (2x4): NO. 3 5YP I0 X 20 13 A5 Q�QUIQT (2) CONNECTOR PLATE5 MINIMUM (1) 20 GAUGE AT EVERY JOINT "L"BRACE DETAIL TYPICAL LOADING (P.5.F.) NOTE; TILE: SHINGLES: 1) USE 6J GUN NAIL5 AT 4" O.G. FOR 1x4 AND TOP LIVE LOAD: 20 20 1Od AT 4" O.G. FOR 2x4. TOP DEAD LOAD: 15 7 BOTTOM DEAD LOAD: 10 10 2) IF 5TRUCTURAL SHEATHING 15 U5ED ON THE TOTAL: 45 37 FACE OF GABLE THE ENGINEER OF REGORD 5TRE55 INC. 1.25 1.25 MAY DEEM L-BRAGING UNNEGE55ARY. MAXIMUM HEIGHT TADLE WIND VELOGITY - 140 M.P.H. 5PAGING OF MAX. LENGTH MAX. LENGTH MAX. LENGTH MAX. LENGTH VERTICAL5 NO BRACE 10 BRACE 2x4 BRACE` 2x6 BRACE 12" 4 2" 611" 6.q., 13'10" 16" 3'10" 5'11" 7'10" 1213" 24" 3'4" 4.10.1 6-5" 10,01, BEYOND TH15 LENGTH U5E 2x6. M William M. Rani American FLORIDA PROFESSI L?GS Builders No.# 42 e4 No.4270 Z7;d- Supply 1000 Carroll Street-Clermont,F1.34711 Phone:352-394-2116 Fax:352-394-1968fir E - •% X William M. Ranieri, P c # 42704 TYPICAL PIGGYBACK ATTACHMENT DETAIL 20 PbP.LIN5-At 48'' O.C. SHIM EO?FULL CON19cf 5EE NOTE #3C 5EE NOTE #I 5EE NOTE #313 SEE NOTE #23 5EE NOTE #2A IGGY(3 TRU55 !NTEt?EACE INTERFACE 5EE NOTE #2A 5EE NOfE #3A D 55 TYPICAL LOADING (P.5.F.) 5�� NOTA #2C TILE: SHINGLES: 1MVFAa TOP LIVE LOAD: 20 20 TOP DEAD LOAD: 15 7 60TTOM DEAD LOAD: 10 10 TOTAL: 45 37 5TRE55 INC. 1.25 1.25 WIND DE51GN: MAX. 140 M'FrHR ASGE 7-10 NST I) 2x4 PURLINS ON FLAT TOP CHORD SECTION OF DASE TRU55 AT ALL JOINT5, NOT TO EXCEED 4'-0" O.G. OR THE MAXIMUM ALLOWABLE PURLIN SPAGING OF DASE TRU55- (5EE DA5E TRU55 ENGINEERING FOR MAX. 5PAGING) ATTACH PURLIN5 TO TOP CHORD OF DASE TRU55 WITH MIN. 2 EA. 10d NAIL5 2) IF 5HEATHING DOE5 NOT OVERLAP PIGGYBACK / DA5E TRU55 INTERFACE DY AT LEAST 12" ATTACH PIGGY 13ACK U5ING ONE OF THE FOLLOWING: a- 1-1/4" X 12" 20 GAUGE STRAP (U5P # L13TA-12 OR EQUIVALENT) TO ONE 51DE OF TRU55 CENTERED ON INTERFACE WITH MIN. 5 EA. 8D NAIL5 EACH 51DE OF INTERFACE; b- 2 X 4 X 4'-0" GRADED SGAD TO ONE 51PE OF TRU55 CENTERED ON INTERFACE WITH MIN. 10d NAIL5 5TAG6ERED 3" O.G. FULL LENGTH OF SGAD; c- 6" X 8" NOM. 1/2" STRUGTURAL 5HEATHIN6 6U55ET PLATE TO DOTH 51DE5 OF TRU55 CENTERED ON INTERFACE WITH MIN. 5 EA. 8d NAIL5 EACH 51DE OF INTERFACE. 3) FOR PIGGYDACKS OVER 16'-0" IN LENGTH USE ONE OF THE FOLLOWING IN ADDITION TO THE ADOVE REQUIREMENTS a- ATTACH MITEK 16 go 7H HAMMER ON PLATE5 ON EACH 51DE OF TRU55 AT EACH DASE TRU55 JOINT; b- U5P FRAMING ANCHOR HGDP OR 5IMP50N H 2.5, ONE CONNECTED TO PIGGYDAGK AND PURLIN, AND ONE CONNECTED TO PURLIN AND DASE TRU55 5TARTIN6 AT MIDDLE OF PIGGYDAGK AND EVERY OTHER PURLIN; c- 6" X8" 1/2" 5TRUCTURAL 5HEATHING 6U55ET PLATE AT EACH DASE TRU55 JOINT, DOTH 51DE5 OF TRU55, U51N6 MIN. 3 EACH 6d NAI1_5 EACH CHORD- (TOTAL 12 NAIL5) William M. American FLORIDA PROFE 4AB S Builders LICENS #PE:12_k .42704 •,e ampBna Supply * s 1 1000 Carroll Street-Clermont,Fl.34711 Phone:352-394-2116 Fax:352-394-1968 we ti a or N NAL William M. Ranieri, P c # 42704 s w 0 LLI0 O LU(f) (� frZ Z D w zw -CC Q w� �J Q w J Q� aYQ LLD =JO=�� w cn> co0 N— (DU(Dx" � D� w zvzC4(D O i::LU =� LLJ X LLJ G�Zz J2�'JOLLJ�p QLIJ WO &4 LIJ>LU �o < Jw �Q K z F_�=W 2i LLJ O Cf) _LLJ LU Q�J- 0 0 w ��XU� ~ w o x C"" LLJ m tY N N 2 -<Za- cn CC O(1)W�oO_p� ) � H=Q co O__ W O_ W 3 ->N Nu acnm F_ 0 <w�o 00000m0� J z _ I—O_ W Q w >-:E F-O �QO_v�= = zv J�� N �� W Q Ww-- p 0w Q>� DUZCJw -ow >OwQ O0n-OOQm --c 0_00 Li F- O LL1Q'ZWOOJ Z JW<� W N O W�U o0 CD : 'J-j 0 00�(oZ0Z ZL)= U_ WO <C14 pLL Z Q��W�Qa �cnooQC W �0�COOZ lI SCI chWX J J J xLL Q N=Cf)¢ _'=OOZ >�U)zZW > wF.O'cnWUO Q N::)LL,cn ca(D —W I— ��=--m(n QOZv�LLZZ "OD_`D0D HW_QQZW W ZF— cf)(if 0 OY O> _j >a ch LU O-0Y01 =0z LLQ Jc)�OF--- W ��p�UQ�OU 0m" >?�cn_jo LL LL zw wF_�wF_Q O Q Q W 2E1— O=wI—DO- wU� QZOZ HwO�0� > W� O_CV QJ U) a-LLQ UCCwQWm c�=> gTM0>UU) W xW=UZ w NUQOCC=� NZ ZwaY <a- - William M. ICENS•••• American FLORIDA PROFES ENGINEE Ut LICENSE IPE P7cpQ•427 Builders _amr&,gBunlers supply STATE juppl. 1000 Carroll Street-Clermont,Fl.34711 Phone:352-394-2116 Fax:352-394-1968 William M. Ranieri, P c # 42704 o rues nrss ype Dw9 No 132 728315 ViX Valley t t�Qty ply Job Reference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Walk Industries,Inc.Thu Aug 2815:29:28 2014 Page 1 ID:�A3zpKbMfN UP?GwJa8Yk9z4N-mMWofg3bTHhBivWSd_6o8eX_kupBmasnH36yRtyjHzb 7-3-12 14-7-8 7-3-12 7-3-12 Scale=1:23.0 4x4= 5 6 4 6.00 12 7 3 19 18 20 17 8 2 T1 T T 9 1 B1 3x4 16 15 14 13 12 11 10 3x4 14-7-8 14-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:64 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-7-8. (Ib)- Max Horz 1=-82(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,9,14,15,16,12,11,10 Max Grav All reactions 250 Ib or less at joint(s)1,9,13,14,15,16,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (11) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-7-7 to 3-7-7,Exterior(2)3-7-7 to 7-3-12,Comer(3)7-3-12 to 10-3-12 zone;cantilever 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)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,9,14,15,16,12,11 10. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Segn:A0020142,Date:08/28/2014 LOAD CASE(S) Standard M. � ��►.� LIC ENSE�•;��m No.42704 s STATE OF 4 . Ry ,c<d R1p,,�,',. mss......, �.� �DNAtti William M. Ranieri, P # 42704 ru niss ss YPe a+9 No 129 728315 VT1 Valley 1 1 Job Reference o tional American Builders Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Thu Aug 2815:29:27 2014 Page 1 I D:c8A3zpKbMfNU P?GwJa8Yk9zZjjN-19yQRK2zi_ZK4mxF3HaZbQ_m4UQN 18re2QN PvRyjHzc 5-312 10-7-8 5312 5-312 Scale=1:17.9 4x4= 2 6.00 12 7 6 8 5 ST1 3 1 B1 4 2x4% 2x4 11 2x4\ 0- 8 10-7-8 8 70-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:34 Ib FT20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 [tinstallation Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer nide. — REACTIONS. (Ib/size) 1=171/10-6-8 (min.0-1-8),3=171/10-6-8 (min.0-1-8),4=408/10-6-8 (min.0-1-8) Max Horz 1=-57(LC 10) Max Upliftl=-50(LC 12),3=-50(LC 12),4=-73(LC 12) Max Gravl=173(LC 21),3=173(LC 22),4=408(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-270/173 NOTES- (8) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 5-3-12,Exterior(2)5-3-12 to 8-3-12 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:A0020139,Date:08/28/2014 LOAD CASE(S) Standard li'■ LICENSE"•.�� No.42704 STATE OF 0 MID �DNAI.� William M. Ranieri, P c # 42704 NsS Russ We Fly Ng No 127 728315 KG1S Diagonal Hip Girder 1 1 LRefernoe optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 28 15:29:26 2014 Page 1 ID:c8A3zpKbMfNUP?GwJa8Yk9zZtjN-qzO2E_1 LxgRTTcM3VZ3K2DRaO44hIhSUgmdsN?yjHzd 6-3-14 7-fr14 6-3-14 130 Scale:1/2"=1' 3 3x4 Special 5.54 12 S al 2 PeG 8 T1 A R N V El 3x4= 7 1 O B7 N 8 e 94 8 5 Special 3x4 11 3x6 11 Special 6314 6-3-12 Plate Offsets(X, -1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:29 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No-2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=222/0-6-3 (min.0-1-8),7=266/0-1-8 (min.0-1-8) Max Horz 5=136(LC 8) Max Uplift5=4(LC 4),7=-189(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=lb)7=189. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)143 Ib down and 152 Ib up at 5-0-12 ,and 143 Ib down and 152 Ib up at 5-0-11 on top chord,and 27 Ib down and 34 Ib up at 5-0-12,and 27 Ib down and 34 Ib up at 5-0-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)Segn:AO020137,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-5=-20 1 ■■ Concentrated Loads(lb) M Vert:8=76(F=38,B=38)9=-3(F=-1,B=-1) N0.427Q4 i STATE OF e� • �4 �.<4 Rlps••' � tt William M. Ranieri, P # 42704 Job runs Truss Type a+'9 No 128 728315 KG Monopitch Girder 2Qly ply 1 Job Reference o tional) American Builder's Supply,Sardad,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc. Thu Aug 2815:29:25 2014 Page 1 I D:c8A3zpKbMfN UP?GwJa8Yk9zZEN-Mngg0e0jAMlcrSotxsYSW?vPtgifZCKLb6ulgYyjHze -1-5-5 3-10-9 7-9-2 1-5 5 3-10-9 3 las Scale=1:28.6 4 2x4 NAILED 554 F1-2 NAILED 3x4 10 3 T1 1 2 1 B1 `1 t 6 11 12 5 2x4 11 NAILED 4x4= 3x4= SPAN NAILED Special 3-10-9 7-9-2 3-10-9 3.10-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix-M) Weight:47 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=461/0-6-5 (min.0-1-8),5=510/Mechanical Max Horz 2=161(LC 8) Max Uplift2=-145(LC 8),5=-201(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-547/199 BOT CHORD 2-6=-183/449,6-11=-183/449,11-12=-1831449,5-12=-183/449 WEBS 3-6=-58/304,3-5=-513/209 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=145, 5=201. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)169 Ib down and 88 Ib up at 5-8-2, and 189 Ib down and 88 Ib up at 5-8-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)Segn:A0020138,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads 4 n Vert:1-4=-=-60,5-7=-20 Concentrated Loads(lb) .•••��••`•• Vert:10=92(F=46,B=46)11=11(F=6,B=6)12=-379(F=-189,B=-189) ;`•LICE NSE•`;��¢ fe No.427p4 STATE OF . tv William M. Ranieri, P c # 42704 N55 NSS YPe Uwg No 1[4 728315 K Common Girder 1 Job Referenceo tional nfond,R.32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug2815:29:24 2014 Page 2 American Builders Supply,Se ID:c8A3zpKbMfNUP?GwJa8Yk9zZj N-uaGHpJ04P3AIDIDgO81 szoMBjGGSgdUCMS8116y]Hzf LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert:1-0=-60,4-6=-60,8-11=-20 Concentrated Loads(lb) Vert:7=-977(F=-488,B=-488)14=92(F=46,13=46)15=76(F=38,13=38)16=11(F=6,B=6)17=-379(F=-189,B=-190)18=-379(F=-189,B=-190)19=3(F=-1,B=-1) M. ' LICENSE•;�� No.42704 i * : :* � STATE OF Jf 0 HID ti William M. Ranieri, P c # 42704 cuss I runs I ype Dog No 1231 728315 ix Monopilch Supported Gavle 1 1 �Jbn. al) American Build Suppy,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi7ek Industries,Inc. Thu Aug 2815:29:23 2014 Page 1 I D:c8A3zpKb MfN U P?GwJa8Yk9zZll N-QOjvbz?Sel2 ucBeUq RWd Rap6At555Kg27oPBmgyjHzg 11-11-8 - 1�-0 11-11-8 Scale=1:20.8 9 8 3.00 12 6 18 7 5 4 3 T1 1 ST4 17 ST ST6 2 Li B1 16 15 14 13 12 11 10 3x4= I LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.01 1 nlr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 10 n/a nla BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:57 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP Not end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 7MiTek recommends thatStabilizers and required cross bracing talled during truss erection,in accordance with Stabilizer ation guide. REACTIONS. All bearings l l-11-8. (lb)- Max Horz 2=122(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)10,2,11,12,13,14,15,16 Max Grav All reactions 250 Ib or less at joint(s)10,2,11,12,13,14,15 except 16=308(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=2ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-4-0 to 1-8-0,Exterior(2)1-8-0 to 11-9-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10,2,11,12,13,14, 15,16. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Segn:A0020133,Date:08/28/2014 LOAD CASE(S) Standard 'LICENSE �► N0.42704 z STATE OF 0 F1110 60 William M. Ranieri, P c # 42704 o ruse cussType ply Dog No 111 728315 HJ28 Diagonal Hip Girder 1 t Job Reference(optional) American Builder's Supply,Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu Aug 28 15:29:22 2014 Page 1 I D:c8A3zpKbMfNUP?GwJa8Yk9zZjN-yC9XOd_gtRw1_31Gj?OuNHtXTjEMtTvv8feEDyjHzh -1-10-10 3-9-3 1-10-10 — 3-9-3 Scale=1:13.4 3 4.24 12 Special Special 6 y T1 1 B1 7 4 Special Special 5 3x8 I I 3-9-3 3-9-3 Plate Offsets(X,Y)- [5:0-4-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:15 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=215/0-8-2 (min.0-1-8),3=50/Mechanical,4=6/Mechanical Max Hoa 5=83(LC 8) Max Uplift5=-127(LC 8),3=-29(LC 5),4=-16(LC 17) Max Grav5=215(LC 1),3=62(LC 28),4=28(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4 except(jt=lb) 5=127. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 Ib down and 123 Ib up at 1-6-1, and 67 Ib down and 123 Ib up at 1-6-1 on top chord,and 48 Ib up at 1-6-1,and 48 Ib up at 1-6-1 on bottom 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)Segn:AO020131,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads Vert:1-2(=-=- 60,2-3=-60,4-5=-20 Concentrated Loads(lb) Vert:6=81(F=41,B=41)7=55(F=27,B=27) LICENSE :.�� s No.427Q4 STATE OF t r+ �.�o RIP lite � �DNAIL� William M. Ranieri, P # 42704 o RISS russ Dv g No 119 728315 HJ7 Diagonal Hip Girder 1 1 Job Referenceoptional) American Builders Supply,Sarrford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Walk Industries,Inc.Thu Aug 28 15:29:20 2014 Page 1 I1):c8A3zpKbMfNU P?GwJa8Yk9z74jN-?p 1 nD¢aLggJlhvv9JywpyBTGfyguw9cRgAX9LyjHzj -1-10-10 4-11-0 9-10-1 1-10-10 4-11-0 4-11-0 4 Scale=1:25.6 Dead Load Deft.=1/8 in Special Special 11 4.24 12 Special 3x4 Special 3 10 Special T1 Special 9 2 1 81 12 13 7 14 6 8 SP I Special 2x4 11 Special 5 3x6 II Speciall Special Special 3x4= 4-11-0 9-10-1 4-11-0 4-11-0 Plate Offsets(XY7 [8:0-3-4 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.14 6-7 >801 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) -0.04 4 n/a n/a Weight:43 Ib FT=20% BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing [installation installed during truss erection,in accordance with Stabilizer guide. — REACTIONS. (Ib/size) 8=335/0-5-5 (min.0-1-8),4=166/Mechanical,5=244/Mechanical Max Horz 8=159(LC 8) Max Uplift8=-149(LC 8),4=-91(LC 8),5=-52(LC 5) Max Grav8=391(LC 17),4=166(LC 1),5=267(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-406/130,2-9=-524/184,9-10=-509/169,3-10=-4591133 BOT CHORD 8-12=-168/434,12-13=-168/434,7-13=-168/434,7-14=-168/434,6-14=-168/434 WEBS 3-6=-477/184 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;1_=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except Qt=lb) 8=149. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)49 Ib down and 80 Ib up at 1-6-1,49 Ib down and 80 Ib up at 1-6-1,80 Ib down and 71 Ib up at 4-4-0,80 Ib down and 71 Ib up at 4-4-0,and 115 Ib down and 106 Ib up at 7-1-15,and 115 Ib down and 106 Ib up at 7-1-15 on top chord,and 22 Ib down and 53 Ib up at 1-6-1,22 Ib down and 53 Ib up at 1-6-1, 18 Ib down and 18 Ib up at 4-4-0,18 Ib down and 18 Ib up at 4-4-0,and 39 Ib down and 9 Ib up at 7-1-15,and 39 Ib down and 9 Ib up at 7-1-15 on bottom 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)Segn:A0020129,Date:08/28/2014 ■ LOAD CASE(S) StandardLl �.•+m•+•. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 •'• ' Uniform Loads(plf) �� •�LICENSE•';� ih Vert:1-2=-60,2-4=-60,5-8=-20 SII► t1 + � Concentrated Loads(lb) 49(F=-24 8=-2 No.42704 Vert:9=159(F=80,B=80)10=44(F=22,B=22)11=-78(F=-39,B=-39)12=61(F=31,B=31)13=9(F=5,B=5)14= , STATE OF '�F William M. Ranieri, P c # 42704 =1"U'-s's Ns3 ype , Dwg No 117 728315 Diagonal Hip Girder 2 1 Job Reference(oQonal)American Buiklets Supply,Sanford, L 32771 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 M7ek Industries,Inc.Thu A.9 28 15:29:19 2014 Page 1 ID:c8A3zpKbMfNU P?GwJa8Yk9z4N-XdTOmbyya WYS7XKjbb RhGkfMDFhQ9WjTCAR_dvyjHzk -1-10-10 4-2-3 1-10 10 4-2-3 Scale=1:14.1 3 4.24 12�al Special 6 m� T1 N 2 1 B1 7 4 Special Special 5 3x8 11 4-2-3 �— 4-2-3 Plate Offsets(X,Y)— 15:0-4-4.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 125 BC 0.22 Vert(TL) 0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 3 nla nla Weight:16 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=222/0-3-14 (min.0-1-8),3=67/Mechanical,4=14/Mechanical Max Horz 5=89(LC 8) Max Uplift5=-127(LC 8),3=-36(LC 8),4=-6(LC 17) Max Grav5=222(LC 1),3=75(LC 28),4=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4 except Qt=1b) 5=127. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 Ib down and 123 Ib up at 1-6-1, and 67 Ib down and 123 Ib up at 1-6-1 on top chord,and 48 Ib up at 1-6-1,and 48 Ib up at 1-6-1 on bottom 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)Segn:AO020127,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 1 � Vert:1-2=-60,2-3=-60,4-5=-20 ■ Concentrated Loads(lb) ■ Vert:6=81(F=41,B=41)7=55(F=27,B=27) ��►`;' LICENSE'= No.42704 STATE OF ass ....... �oN�►t� William M. Ranieri, P c # 42704 fuss ti55 ype Dwg No 1% 728315 HJp Diagonal Hip Girder 2 1 Job Reference(optionaj American Buikfefs Soppy.Sanford,FL 32771 Run:7.520 s May 8 2014 Print:7.520 s Mayy 8 2014 MTek Industries,Inc. Thu Augg 28 15:29:18 2014 Pagel ID:: ZpKbMfNUP?GwJa8Yk9zszb 3QvOYFxKPDQbVNIX1uwSkX6E3sNPQ3TJ_WhQSSyjHzl -1-10-10 2-8-7 1-10 10 2-8-7 Scale=1:10.8 3 NAILED NAILED 4.24 12 6 2 T1 EV 1 4. 7 4 NAILED Q. NAILED 5 3x6 11 2-8-7 2-8-7 — Plate Offsets(X,Y}-—[5:0-3-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 3 n/a n/a Weight:12 Ib FT=20% BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except TOP CHORD 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide — - - - REACTIONS. (Ib/size) 5=173/0-8-2 (min.0-1-8),3=-37/Mechanical,4=-29/Mechanical Max Horz 5=70(LC 8) Max Uplift5=-125(LC 8),3=-37(LC 1),4=-41(LC 17) Max Grav5=203(LC 17),3=34(LC 24),4=42(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4 except Qt=lb) 5=125. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)Segn:A0020125,Date:08/28/2014 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-5=-20 Concentrated Loads(lb) Vert:6=156(F=78,B=78)7=58(F=29,B=29) ■ SE N0.42704 rr� *• STATE �F %.%OF[ ti �DNAI.ti William M. Ranieri, P c # 42704 rues rues ype ' Dvg No 112 728315 HIXi Hip Girder 1 1 Job Reference o tional Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug9 28 15:29:17 2014 Pagel American Builders Soppy,Sardord,FL 32771 ID:c8A3zpKbMfNUP?GwJa8Yk9zZjN-bELeLvwh2vlkuDAKTAPDBJZ2pS1 ehciAlsytYOyjHzm 981 _1-4-0 3-0-0 �� 3�0-U 1-4-0 3-0-0 Scale=1:20.1 Special Special 4x4= Special 4x4= 3 10 4 T2 6.00 12 T1 1 T3 5 as 2 0 6 d d t 1 11 8 12 special 3x4= Special special 7 9 3x8 I I 3x8 11 4 2-04 - �--0 ----- 4-2-0 Plate Offsets(x.Yl— [?:0-4-8,0-1-81,[9:0-4-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.02 8 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.04 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 7 n/a n/a Weight:38 Ib FT=20% BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6 TOP CHORD 2x4 SP No.2 0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. - REACTIONS. (Ib/size) 9=387/0-3-0 (min.0-1-8),7=387/0-3-0 (min.0-1-8) Max Horz 9=53(LC 7) Max Uplift9=-161(LC 8),7=-161(LC 8) Max Grav9=387(LC 1),7=396(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-329/163,3-10=-261/110,4-10=-261/110,4-5=-327/161,2-9=-332/168,5-7=-337/168 BOT CHORD 0-11=-132/300,8-11=-132/300,8-12=-118/300,7-12=-118/300 NOTES- (10) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)9=161, 7=161. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)144 Ib down and 140 Ib up at 3-0-0, and 72 Ib down and 59 Ib up at 4-2-0,and 152 Ib down and 125 Ib up at 5-4-1 on top chord,and 40 Ib down and 44 Ib up at 3-0-0,and 20 Ib down and 10 Ib up at 4-2-0,and 40 Ib down and 44 Ib up at 5-3-5 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)Segn:AO020122,Date:08/2812014 LOAD CASE(S) Standard 'i'■ 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 P ....�� Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-4=-60,4-5=-60,5-6=-60,7-9=-20 ��► ;'+LICENSE�.14 Concentrated Loads(lb) : �+ Vert:3=16(F)4=16(F)8=-4(F)10=-3(F)11=11(F)12=11(F) N0.42704 ' 7l s STATE OF Y O■f►t�..416 William M. Ranieri, P c # 42704 Rtes ;;;��7 — Dwg No tilt 728315 HCX 1 1 Job Reference o tional) American Builders Supply,Sanford,FL 32771 Run: .520 s May��211 4 Print:7.520 s May 8 2014 MTek Industries,Inc.Thu Aug 28 15:29:16 2014 Page 1 ID:C8A3zpKbMfN UP?GwJa8Yk9zZgN-72nG7Zv3HbAUG3c8wTu_e61 vo2jey9NOW CCKOayjHzn _1-4-0 6-&0766-0 1"0 t-4-0 14-0 6.6-0 Scale=1:26.2 4x4= 7 8 6 6.00 12 9 5 27 26 10 4 T1 T 2 28 25 T 11 3 T 12 z q 13Li 1C d Bt (¢ 24 23 22 21 20 19 18 17 16 15 14 S 3x8 I I 3x8 I I 13-0-0 —� I 13.0-0 — Plate Offsets()QZ`- [14:0-4-8,0-11-1511,[24:04-8,0-1-8] _ LOADING(psi) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 13 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 13 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a Weight:74 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix) --- LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. — REACTIONS. All bearings 13-0-0. (lb)- Max Horz 24=-95(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)20,21,22,23,18,17,16,15 except 24=-100(LC 12),14=-100(LC 12) Max Grav All reactions 250 Ib or less at joint(s)24,14,19,20,21,22,23,18,17,16,15 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-158/256,12-14=-158/259 NOTES- (12) 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=4.2psf;h=15ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-4-0 to 1-8-0,Exterior(2)1-8-0 to 6-6-0,Comer(3)6-6-0 to 9-6-0 zone;cantilever left and right exposed;C-C for members and forces&MW FRS 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.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)20,21,22,23,18,17 ,16,15 except Qt=1b)24=100,14=100. rlti� 11)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 12)Segn:AO020121,Date:08/28/2014 ■ LOADCASE(S) StandardGENSE�•;�� s N0.42704 STATE F t4 William M. Ranieri, P c # 42704 cuss rues yPe 1309140118111 May 8 2014 M17ek In 728315 Hal Common 1 1 Job Reference�ptiona� American Buildefs uySarord,FL 32771 Run: ID?c8A3z0 s pKbMfNUP?Gra:wJ U ZU 14 .3 8Yk9zZjjN frEuwEvRX121ewlyMINI6uUgWeJVDigtlYTmU7y28 15:29:15 2014 jHHzo 411-8 9-3-8 — - - - -5 411 8 Scale=1:21.6 4x4= 2 6.00 12 9 8 T2 10 7 T1 3x4 11 W1 3 1 a 131 5 4 2x4 11 3x4 11 6 3x8 11 411-8 9-3-8 F 411-8 4-" Plate Offsets(X Y� [6 0-4-8,0-"] -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.07 5-6 >999 180 Horz TL 0.01 4 n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.06 ( ) Weight:35 Ib FT=20% BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) _ - - LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer In. guide. - REACTIONS. (Ib/size) 6=360/Mechanical,4=360/Mechanical Max Horz 6=55(LC 11) Max Uplift6=-83(LC 12),4=-85(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-375/169,7-8=-304/171,2-8=-294/181,2-9=-290/191,9-10=-308/183,3-10=-371/180, 3-4=-284/190,1-6=-294/197 BOT CHORD 5-6=-101/272,4-5=-101/272 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind: :ASCEEncl., -10;GCpiV .l1 l MW FRS3(decond gust)ndasd=101 mph;2)0-1-12?0 3-1B12D In erior(1)3-1512 o 4-11-8,8,Exterior(2)4--11-8 toExp l 7-11-8 zone;cantilever left and right exposed;C-C for members and forces 8 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 20.0psf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 Ib uplift at joint 6 and 85 Ib uplift at joint 4- 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Segn:A0020118,Date:08/28/2014 LOAD CASE(S) Standard �M All. LICENSE6•;�� No.42704 z STATE 8F ' 'o �'•. ti William M. Ranieri, P c # 42704 cuss 77 `8 728315 FiA6 1 1 Job Refereence optional) _ 28 15:29:14 2014 Pag American Builders Supply,Samford,FL 32777 Run.ID cB�zpKbMtNUP 8201 ,?G2014 PnntwJa8Yk9z2llN-BfgVjuupm wA 8 2014 M,Tek mSIo2rWZhxV1 ExLUCZj3ujDyhyjHzp 1248-8 18-9-8 68-86-0-06-1-0 68-8 Scale=1:31.1 4x8= 4x4= 3 16 17 t8 4 T2 6.00 12 19 Y 15 1 20 N 14 3x6- 4x4 N 5 2 N 1 B1 g 7 6 9 2x4 11 2x4 II 3x4_ 3x12— 3x8 11 18-9-8 6-8-8 128 8 6-1-0 —� 688 6-0-0 Plate Offsets(X Y)— [1.0-2-12 0-1-9] [3:0-5-4,13-2-0] LOADING(psf) SPACING- 2-0-0T SI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25C 0.50 Vert(LL) -0.04 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25C 0.41 Vert(TL) 0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YESWB 0.25 Horz(TL) 0.02 6 n/a n/a Weight:92 Ib FT=20% BCDL 10.0 Code FBC2010/TPI2007Matrix-M) — LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ — — REACTIONS. (Ib/size) 1=746/0-6-0 (min.0-1-8),6=746/Mechanical Max Horz 1=78(LC 11) Max Upliftl=-173(LC 12),6=-174(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-464/0,2-14=-1044/370,14-15=-991/376,3-15=-964/390,3-16=-822/381, 16-17=-822/381,17-18=-8221381,4-18=-822/381,4-19=-917/357,19-20=-918/346, 5-20=-998/341,5-6=-687/296 BOT CHORD 1-9=-291/861,8-9=-278/866,7-8=-278/866 WEBS 5-7=-150/661 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Exlp CAE cl.,GCpi=O.118;MWFRS(directional)al)gust)cond daC-Cl01 mph; Exterior(2)0-0-0 to 3-0-OCnnterio(P)3-0-0 to 6-8-8,Exterior(2)6-8-8 to 6-11116, Interior(1)16-11-6 to 18-7-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 174 Ib uplift at joint 6. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Segn:A0020117,Date:08/28/2014 �aM� LOAD CASE(S) Standard ••'• LICENSE s N0.42704 z STATE OF D m % 4 ss....... William M. Ranieri, P c # 42704