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262 2ND ST 2015 NEW HOME It SS\ CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 fojil 9 SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-SFR-639 Job Type: SINGLE FAMILY RESIDENCE Description: NEW SINGLE FAMILY HOME TO REPLACE DEMO Estimated Value: $320,000.00 Issue Date: 4/8/2015 Expiration Date: 10/5/2015 PROPERTY ADDRESS: Address: 262 2ND ST RE Number: 172542-0000 PROPERTY OWNER: Name: SMITH III,CARL HOLT & JULIA L, Address: 4670 BADEN LN GENERAL CONTRACTOR INFORMATION: Name: FLA DESIGN BUILD INC Address: 5 GUANO DR JOHN W ROWAN Phone: - - PERMIT INFORMATION: FEES: PLAN CHECK FEES $570.00 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,140.00 STATE DCA SURCHARGE $17.10 STATE DBPR SURCHARGE $17.10 Total Payments: $1,794.20 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUMDVqG PERMIT APPLICATION (CrTY OF ATLANTIC BEACH �FL32233) 16 80o Seminole Road� Atlantic Beach. T'ON -H 3 233 4 FILE COPY office (904) 247-5826 Fax(904) 247-5945 pJ, permit eumber: Job Address: - rL __V� — , 25 3(1 1& Legai�DescriP_',i0u r loor_Axea Ot Sq.r L. O*B- eated/cooledj4�3 )-4), ow "-0 11roposed'Work heated/cooied,41J3 I/- a-on o-f'Work S Addition Alteration Repair Move Demolition pooUspa window/door Class 0-�work\,circle caie)j: Comi-nercial 6siden (circle one): es 40 (N Use of e�xistingg/proposed structure(s), installed? (Circle one es T C_111 �4 V -t If an existing structure,is a fire sprinkler system F I orida Product Approval:;:t For muitiple products use prociuct aPPTOval lul 111 R Describe in detail the type of work-to be performed: -ILI �-j/ I& Poll , hulf/Ad LI'Mecc) LJ prooerty owner Hn-formation: Address: Name- lone S F .1 �:z P1 LaLl nal)_ 0� _ t.0 city '2� C-130/'�_ ';W E-MO—or ax-4(OPtio con L-ractor Information: A -kl (--.-7 Qualifying-Acyent: J76 R0 zi State Company'Narne: 5; _Lez're :)ri Ve Fax 4 Address: I I - I _42W job Site/Contact Number Office Phone State Ceitification/Registration 4 233Li 0 1,-\-rchitect Name &Phone 6' OIL fJ__ ,--Ineer7 e&Phone 4' _E a s Nam Fee Simple Title Holder Name and Address I& .1L Bonding Company Name and A ddres 0 e and Address ivloit-aae Lender Nam d prior 10 the orlify that no 11-1-1C a)-h7Stallation has cornnzenc�,�conzes null TinspermIt D in thisjurisdiction 1� o obtain a permit to do the work and installations as indicated. I c, �1 ti 2 11 time after Application is hereby made t oeiformed to meet the standards of all lail's re,-zlGt'"a co"st-'c 0) months at a) nded ;�i aband0nedfor a Boilais, Heaters, ifconstruction or Work Is s',?,eg, griod a iss j a permif and that all v.,ork will be, Irnaces, 11alice 0 (6)monihs, a)- r1c, pl11n1bi1z,_ 0,7cl void irwork is not commenced within sLv -ate permits must be securedfor Electric signs, Veils,Pools, F1 Wo;-k is- co"unenced. I understand that sepa) Ta lks and Air coil ditioners,etc. LIZ D1 A NOTICE (OF �(OUIRZ FA-ILUR-E TO R1 Fop WARD\]ING TO OWNTh'_LQ'_ " NG 17WICE ,IMi pRO-VEVK E NTSq RFAY1 'ING, LT WITH k-.; - CONSIT CONMIENCE-iWEINTi%lriAYREq]U-L '—' IINYOU TAIN FINANC TOYOUR-1 PROPERTY. 1TH YOU H�71 END TO OB CORDING YOUR NOT-110E OF ORN-EY IrOUR LE_1'\F91'ER OR A-IN ATT BEFORE -LR C 0-T�,-034 oflmps and ordinances governing this ?n and know the same to be 11,11e and correct. All provisions ,me to give outhoritv to violate or cancel the *ead and P--varnined this I P Icatic The granting a,a permit does not presz I hereby certi6;tizat I have 1 i zed herein a,-not- y A iedni,ith whethers ecif'. e peTibrinance ofconstructlon- lype,q�w0rk-wili be com 1.1.stat r ioc I re.-i!atin.-ConStr7IC6017 or th p)-o,isions ofa;�tv othei e I (;N Signature of Contractor Slanature of Ow er Name n Pa. int Pr' _WX S o.-n to and subscribed before Me ?0 1 F,7-��2 u and subscribed before me Day of Z_ -2015 S�vo Day of this, Nota J�*ic jUDn UEEG Notary Publ JUDITH STEEG My COMMISSION#FF 09129 MY COMMISSION s FF 091299 kevised 0 1.26.10 EXPIRES:Febmairy 10,2018 EXPIRES'February 10,2018 Bonded Tbru Budget Notary Services At BwdedThruBiWgeM-=`ySe OF Fy OF�Ie Approved Disapproved Approved W/ Conditions Review Initials/Date: DevLl�� Habitable Space �25_7� sF Non-Habitable Impervious area Miscellaneous Informntion Occupancy Group L7 - Type of Construction . 1z Number of Stories Zoning District -.,e 5'- a Max. Occupancy Load _ Fire Sprinklers Required Flood Zone J// Conditions/Comments: p ve -e r Ce el �U .................. ioo FORM 405-10 FILE COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: FDB2539 Builder Name: Florida Design Build Street: 262 Second Street PermitOffice: City of Atlantic Beach City,State,Zip: Atlantic Beach, FIL, Permit Number: Owner: Smith Residence Jurisdiction: 261100 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(4073.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=1 9.0 3161.40 ft2 b.Frame-Wood,Adjacent R=1 3.0 912.42 ft' 3. Number of units,if multiple family 1 c. N/A R= ft� 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (1780.0 sqft.) Insulation Area a.Roof Deck(Unvented) R=20.0 1442.00 ft2 6. Conditioned floor area above grade(ft2) 2539 b. Knee Wall(Unvented) R=0.1 338.00 ft2 Conditioned floor area below grade(ft') 0 c. N/A R= ft2 11. Ducts R ft' 7. Windows(372.0 sqft.) Description Area a. Sup:Attic,Ret:Attic,AH:Attic 6 507.8 a. U-Factor: Dbl,U=0.31 352.00 ft2 SHGC: SHGC=0.29 b. U-Factor: Dbl,U=0.30 20.00 ft' 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 48.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 48.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 3.196 ft. Area Weighted Average SHGC: 0.288 14. Hot water systems 8. FloorTypes (2549.0 sqft.) Insulation Area a.Propane Tankless Cap: 1 gallons a.Floor Over Other Space R=0.0 1097.00 ft2 b. Conservation features EF:0.590 b.Floor over Garage R=1 9.0 654.00 ft2 None c.other(see details) R= 798.00 ft2 15.Credits Pstat Glass/Floor Area: 0.147 Total Proposed Modified Loads: 36.61 PASS Total Standard Reference Loads: 66.42 1 hereby certify that the plans and specifications covered by Review of the plans and �-jIAE this calculation are in compliance with the Florida Energy specifications covered by this Code. Digitally signed by Douglas R. calculation indicates compliance Douglas R. Stickles with the Florida Energy Code. DN:cn=Douglas R.Stickles,c=US, PREPARED BY- o__A/C Masters HVAC' Before construction is completed DATE: fil Date:2015.03-1010:07:57 44'00' this building will be inspected for X compliance with Section 553.908 -Hu-,reby certify N�t this b ildin , as desi ned, is in compliance Florida Statutes. with th-e-f4Qricla En y C de. WVT OWNER/ BUILDING OFFICIAL: ln�7 DATE: DATE: V I - i-V-7 - 5__ - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 3/10/2015 9:48 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 1 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 262 Second Street PERMIT#: Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors= 0.30 cfm/sq.ft. Testing or visual inspection required. 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 All ducts, air handlers, filter boxes and building cavities which form the i 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 in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff(gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 1 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>1 OkW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 3/10/2015 9:48 AM EnergyGauge&USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 6 of 6 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: FDB2539 Builder Name: Florida Design Build Street: 262 Second Street Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Smith Residence Jurisdiction: 261100 Design Location: FL,Jacksonville - COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-iDermeable 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 of subfloor decking. cantilevered floors) Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace w Ils include an air barrier. EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software PROJECT Title: FDB2539 Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2539 Lot# Owner: Smith Residence Total Stories: 3 Block/S u b Division #of Units: 1 Worst Case: No PlatBook: Builder Name: Florida Design Build Rotate Angle: 0 Street: 262 Second Street Permit OffiGe: City of Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach Family Type: Single-family FL New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design DailyTemp 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 2539 25761.2 SPACES Number Name Area-- Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1 st Floor 426 4004.4 No 0 0 1 Yes Yes Yes 2 2nd Floor 1442 15717.8 Yes 2 1 1 Yes Yes Yes 3 3rd Floor 671 6039 No 2 2 1 Yes Yes Yes FLOORS VFloor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet I Slab-On-Grade Edge Insulatio 1 st Floor 111.3 ft 0 426 ft2 1 0 0 – 2 Floor Over Other Space 2nd Floor ---- — 426 ft' 0 0 1 0 – 3 Raised Floor 2nd Floor ---- ---- 372 ft2 0 0.25 0.75 0 – 4 Floor over Garage 2nd Floor ---- ---- 654 ft2 19 0 1 0 5 Floor Over Other Space 3rd Floor ---- ---- 671 ft2 0 0.15 0.85 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch IV/ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1803 ft2 0 ft, Medium 0.96 No 0.9 No 20 36.9 ATTIC V Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 1442 ft' N N 3/10/2015 9:48 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 2 of 6 CEILING Ceiling Type Space R-Value -Area Framing Frac Tniss Type Under Attic(Unvented) 2nd FloorO.1000000014901 771 ft, 0.11 Wood 2 Under Attic(Unvented) 3rd Floor 0.1000000014901 671 ft2 0.11 Wood 3 Knee Wall(Unvented) 3rd Floor 0.1000000014901 338 ft2 0.11 Wood WALLS Adjacent Cavity VVidth Height Sheathing Framing Solar Below v# Omt To Space P h Wall Type--- _V -e Et In Ft In Area R-Vah,e F ction Absor. Grade% I S Exterior Frame-Wood I st Floor 19 11 9 9 4 109.7 ft2 0.23 0.75 0 2 W Exterior Frame-Wood 1st Floor 19 4 9 9 4 44.3 ft2 0.23 0.75 0 3 S Exterior Frame-Wood 1 st Floor 19 5 3 9 4 49.0 ft2 0.23 0.75 0 4 W Exterior Frame-Wood 1st Floor 19 3 9 9 4 35.0 ft2 0.23 0.75 0 5 s Exterior Frame-Wood 1st Floor 19 4 3 9 4 39.7 ft2 0.23 0.75 0 6 W Garage Frame-Wood 1 st Floor 13 26 9 4 242.7 ft2 0.23 0.01 0 7 N Exterior Frame-Wood 1st Floor 19 9 9 9 4 91.0 ft2 0.23 0.75 0 8 N Garage Frame-Wood 1 st Floor 13 35 3 19 669.8 ft2 0.23 0.01 0 9 E Exterior Frame-Wood 1st Floor 19 10 6 9 4 98.0 ft2 0.23 0.75 0 10 S Exterior Frame-Wood 2nd Floor 19 17 10 10 184.2 ft2 0.23 0.75 0 11 W Exterior Frame-Wood 2nd Floor 19 28 10 10 303.3 ft2 0.23 0.75 0 12 S Exterior Frame-Wood 2nd Floor 19 5 10 10 54.2 ft' 0.23 0.75 0 13 SE Exterior Frame-Wood 2nd Floor 19 4 3 10 10 46.0 ft2 0.23 0.75 0 14 S Exterior Frame-Wood 2nd Floor 19 4 10 10 43.3 ft2 0.23 0.75 0 15 SW Exterior Frame-Wood 2nd Floor 19 4 3 10 10 46.0 ft2 0.23 0.75 0 16 S Exterior Frame-Wood 2nd Floor 19 2 9 10 10 29.8 ft2 0.23 0.75 0 17 W Exterior Frame-Wood 2nd Floor 19 27 10 10 292.5 ft2 0.23 0.75 0 18 N Exterior Frame-Wood 2nd Floor 19 34 9 10 10 376.5 ft2 0.23 0.75 0 19 E Exterior Frame-Wood 2nd Floor 19 21 9 10 10 235.6 ft2 0.23 0.75 0 20 N Exterior Frame-Wood 2nd Floor 19 1 3 10 10 13.5 ft' 0.23 0.75 0 21 E Exterior Frame-Wood 2nd Floor 19 10 9 10 10 116.5 ft2 0.23 0.75 0 22 S Exterior Frame-Wood 2nd Floor 19 1 3 10 10 13.5 ft' 0.23 0.75 0 23 E Exterior Frame-Wood 2nd Floor 19 28 9 10 10 311.5 ft2 0.23 0.75 0 24 S Exterior Frame-Wood 3rd Floor 19 18 3 9 164.3 ft2 0.23 0.75 0 25 S Exterior Frame-Wood 3rd Floor 19 4 6 6 26.0 ft2 0.23 0.75 0 26 W Exterior Frame-Wood 3rd Floor 19 11 9 99.0 ft, 0.23 0.75 0 27 N Exterior Frame-Wood 3rd Floor 19 4 6 6 26.0 ft2 0.23 0.75 0 28 W Exterior Frame-Wood 3rd Floor 19 1 9 9.0 ft2 0.23 0.75 0 29 N Exterior Frame-Wood 3rd Floor 19 16 9 144.0 ft2 0.23 0.75 0 30 E Exterior Frame-Wood 3rd Floor 19 1 9 9.0 ft2 0.23 0.75 0 31 N Exterior Frame-Wood 3rd Floor 19 4 6 6 26.0 ft2 0.23 0.75 0 32 E Exterior Frame-Wood 3rd Floor 19 11 9 99.0 ft2 0.23 0.75 0 33 S Exterior Frame-Wood 1st Floor 19 4 6 6 26.0 ft' 0.23 0.75 0 3/10/2015 9:48 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 3 of 6 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated I st Floor None .46 3 6 8 20 ft2 2 W Insulated 1 st Floor None .46 3 6 8 20 ft2 3 N Insulated 1 st Floor None .46 3 6 8 20 ft' WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V, # Omt ID Frame Panes NFRC UI-Factor SHGC -Area Depth Separation Int Shade Screening 1 S 3 Vinyl Double(Clear) Yes 0.3 0.25 20.0 ft' 24 ft 3 in 1 ft 0 in Drapes/blinds None 2 S 5 Vinyl Double(Clear) Yes 0.31 0.29 15.0 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 3 E 9 Vinyl Double(Clear) Yes 0.31 0.29 15.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 4 S 10 Vinyl Double(Clear) Yes 0.31 0.29 8.0 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 5 W 11 Vinyl Double(Clear) Yes 0.31 0.29 19.3 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 6 W 11 Vinyl Double(Clear) Yes 0.31 0.29 22.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 7 S 12 Vinyl Double(Clear) Yes 0.31 0.29 13.8 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 8 SE 13 Vinyl Double(Clear) Yes 0.31 0.29 16.5 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 9 S 14 Vinyl Double(Clear) Yes 0.31 0.29 16.5 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 10 SW 15 Vinyl Double(Clear) Yes 0.31 0.29 16.5 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None - 11 N 18 Vinyl Double(Clear) Yes 0.31 0.29 66.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 12 N 18 Vinyl Double(Clear) Yes 0.31 0.29 25.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 13 E 19 Vinyl Double(Clear) Yes 0.31 0.29 33.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 14 E 23 Vinyl Double(Clear) Yes 0.31 0.29 27.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 15 S 24 Vinyl Double(Clear) Yes 0.31 0.29 9.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 16 W 26 Vinyl Double(Clear) Yes 0.31 0.29 16.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None - 17 N 29 Vinyl Double(Clear) Yes 0.31 0.29 16.0 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None 18 E 32 Vinyl Double(Clear) Yes 0.31 0.29 16.5 ft' 2 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 653.9988 W 0 ft2 61.3 ft 9.4 ft 19 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Best Guess .0005 3329.9 182.81 343.8 .5353 7.7557 HEATING SYSTEM V # System Type --Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8.2 48 kBtu/hr I sys#1 3/10/2015 9:48 AM EnergyGauge(D USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 4 of 6 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Bllock Ducts 1 Central Unit Split SEER:14 48 kBtuthr 1440 cfm 0.75 SYS" HOT WATER SYSTEM VSystem Type SubType Location EF Cap Use SetPnt Gonservation 1 Propane Tankless Exterior 0.59 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM VFSEC Collector Storage Carl * Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS ---Supply Return Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool I Attic 6 507.8 111 Attic 126.35 Defautt Leakage Attic (Default) (Default) TEMPERATURES Programable Thermostat:Y Ceiling Fans� Cool!nng g Jan Mar r May Ju n JXJ Jul ri Aug ri Sep Oct Nov Dec Jar JX�F b Mar Ap Heat F:b X Apr May Jun Aug Sep Oct Nov Dec Venting Jan Feb X Mar Apr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(VvD) 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 3/10/2015 9:48 AM EnergyGaugeO USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 5 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 55 The lower the EnergyPerformance Index, the more efficient the home. 262 Second Street, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 3161.40 ft2 b.Frame-Wood,Adjacent R=1 3.0 912.42 ft2 3. Number of units,if multiple family c.N/A R= ft� 4. Number of Bedrooms 3 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Roof Deck(Unvented) R=20.0 1442.00 ft2 6. Conditioned floor area(ft2) 2539 b.Knee Wall (Unvented) R=0.1 338.00 ft2 7. Windows- Description Area c.N/A R= W a. U-Factor: Dbl,U=0.31 352.00 ft2 11.Ducts R ft2 SHGC: SHGC=0.29 a.Sup:Attic,Ret:Attic,AH:Attic 6 507.8 b. U-Factor: Dbl,U=0.30 20.00 ft' SHGC: SHGC=0.25 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 48.0 SEER:14.00 SHGC: d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: Area Weighted Average Overhang Depth: 3.196 ft. a.Electric Heat Pump 48.0 HSPF:8.20 Area Weighted Average SHGC: 0.288 8. Floor Types Insulation Area 14.Hot water systems Cap: 1 gallons a.Floor Over Other Space R=0.0 1097.00 ft2 a.Propane EF:0.59 b.Floor over Garage R=1 9.0 654.00 ft2 c.other(see details) R= 798.00 ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building 0* S,, 4�4. Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed _:.L5.,`�e based on installed C7ode colmliant features. I, F.. Builder Signature: 011a C-OWA.VV Dat :e: Address of New Home: 7,W, Z-40 '61W-04' City/F L Zip:AWWW'n 13 0. si�v& WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Project Summary Job: FLA2539 + wrightsoft Date: 03/09/15 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#2G4,Jacksonmile, F L 32256 Phone�904-722-8995 Fax 904-722-8944 Project Information For: FLA Design Build, Inc. 1639 Beach Boulevard, Jacksonville Beach, FL 32250 Phone.- 904-219-2276 Fax: 904-246-8240 Notes: 262 Second Street Smith Residence Design Information Weather: Jacksonville, Int'lAirport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 'F Outside db 93 'F Inside db 70 'F Inside db 75 'F Design TD 38 'F Design TD 18 'F Daily range M Relative humidity 50 % Moisture difference 50 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 36811 Btuh Structure 24869 Btuh Ducts 10114 Btu h Ducts 12512 Btuh Central vent (0 cfm) 0 Btu h Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 46925 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 36633 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3100 Btuh Ducts 2751 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 2539 2539 Equipment latent load 5851 Btuh Volume (ft3) 25390 25390 Air changes/hour 0.32 0.16 Equipment total load 42484 Btuh Equiv.AVF (cfm) 135 68 Req. total capacity at 0.70 SHR 4.4 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO48****A Cond CH14NBO48****A AHRI ref 7835757 Coil FB4CNP048L AHRI ref 7835757 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 32200 Btuh Heating output 45500 Btuh @ 47'F Latent cooling 13800 Btuh Temperature rise 27 'F Total cooling 46000 Btuh Actual air flow 1533 cfm Actual air flow 1533 cfm Air flow factor 0.033 cfm/Btuh Air flow factor 0.041 cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Mar-10 09:52:27 wrightSOft Right-Suite(g)Universal 2015 15.0.12 RSU13256 Page I FAFLA Design Build\MISC\262 Second St(Smith).rup Calc=MJ8 Front Door faces N + wrightsoft Right-JO Worksheet Job: FLA2639 Entire House Date: 03/09/15 A/C Masters HVAC, Inc. By: DRS 445 Tresca Road,Suite#204,Jacksonville, F L 32256 Phone 904-722-8995 Fax:904-722-8944 1 Room name Entire House Whole House 2 Exposed wall 428.3 ft 428.3 ft 3 Room height Mo ft 10.0 ft heat/cool 4 Room dimensions 2539.0 x 1.0 ft 5 Room area 2539.0 ft2 2539.0 ft2 TY Construction U-value Or HTIVI Area (ft') Load Area (ft') Load number (Btuh/W�-*F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12E-Osw 0.068 n 2.58 1.46 677 550 1421 804 677 550 1421 804 D 3A-2ov 0.340 n 12.92 12.13 107 0 1382 1298 107 0 1382 1298 11jo 0.600 n 22.80 18.36 20 2 0 456 367 2 0 2 0 456 367 \f_G 12E-Osw 0.068 e 2 58 1.46 870 778 2010 1 137 8 70 778 2010 1 137 3A_2ov 0.340 e 12.92 32.15 92 15 1189 2957 92 8 1189 2957 12E-Osw 0.068 se 2.58 1.46 46 29 75 42 46 29 75 42 T_G 3A-2ov 0.340 se 12.92 20.92 17 14 220 356 17 7 220 356 W, 12E-Osw 0.068 s 2.58 1.46 740 658 1700 962 740 658 1700 962 L-G 3A-2ov 0.340 s 12.92 12.13 82 164 1059 995 82 82 1059 995 W 12E-Osw 0.068 sw 2.58 1.46 46 29 75 42 46 29 75 42 L--G 3A-2.v 0.340 sw 12.92 20.92 17 14 220 356 17 7 220 356 \hV 12E-Osw 0.068 w 2.58 1.46 783 725 1873 1060 783 725 1873 1060 L--G 3A-2ov 0.340 w 12.92 32.15 58 10 749 1864 58 5 749 1864 "2C-Osw 0.091 - 3.46 1.43 913 873 3019 1247 913 873 3019 1247 ll Do 0.390 w 14.82 11.93 40 40 593 477 40 40 593 477 P 1 6A-1 9td 0.049 - 1.86 3.63 338 338 629 1227 338 338 629 1227 C 16A-21 td 0.044 w 1.67 3.26 1442 1442 2411 4701 1442 1442 2411 4701 F 1 9A-1 9bscp 0.049 1.46 0.69 654 654 954 452 654 654 954 452 F 20P-19w 0.050 1.90 0.70 372 372 707 262 3721 372 707 262 F 22A-tph 1 358 w 51.60 0.00 426 202 10 414 0 426 202 10414 0 6 c)AED excursion 0 0 Envelope loss/gain 31157 20609 31157 20609 12 a) Infiltration 5654 1339 5654 1339 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 4 920 4 920 Appliances/other 2000 2000 Subtotal Oines 6 to 13) 1 36811 24869 1 36811 24869 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 14 Subtotal 368110 248690 36811 24869 15 Duct loads 27% 50% 10114 12512 27% 50% 10114 12512 Total room load 46925 37381 46925 37381 Air required(cfm) 1533 1533 1533 1533 Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed -#4+ wrightsoft 2015-Mar-10 09:52:27 Right-Suite(@ Universal 2015 15.0.12 RSU13256 Page I F:\FLA Design Build\MISCX262 Second St(Smith).rup Calc=MJ8 Front Door faces N Building Analysis Job: FLA2539 wrightsoft Date: 03/09/15 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,JacksonNAlle,FL 32256 Phone:904-722-8995 Fax 904-722-8944 Project Information For: FLA Design Build, Inc. 1639 Beach Boulevard, Jacksonville Beach, FL 32250 Phone: 904-219-2276 Fax: 904-246-8240 Design Conditions Location: Indoor: Heating Cooling Jacksonville, Int'l Airport, FL, US Indoor temperature ('F) 70 75 Elevation: 30 ft Design TD ('F) 38 18 Latitude: 31 'N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 11.5 50.0 Dry bulb ('F) 32 93 Infiltration: Daily range ('F) - 18 M Method Simplified Wet bulb ('F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft' Btuh % of load Walls 2.7 10803 23.0 Glazing 12.9 4819 10.3 Doors 17.5 1049 2.2 Ceilings 1.7 2411 5.1 Floors 8.3 12075 25.7 Infiltration 1.8 5654 12.0 Ducts 10114 21.6 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 46925 100.0 Component Btu h/ft2 Btuh % of load Walls 1.6 6523 17.4 VVk Glazing 21.0 7826 20.9 Doors 14.1 845 2.3 Ceilings 3�3 4701 12.6 Floors 0.5 714 1.9 Infiltration 0.4 1339 3.6 Ducts 12512 33.5 Ventilation 0 0 Internal gains 2920 7.8 Blower 0 0 Adjustments 0 Total 37381 100.0 Latent Cooling Load 5851 Btuh Overall U-value = 0.113 Btuh/ftl-'F Data entries checked. 2015-Mar-10 09 52:28 + wrightSOft Right-Suite(@ Uni%mrsal 2015 15.0.12 RSU13256 Page 1 ACCK F TLA Design Build\MSC\262 Second St(Smith)-rup Calc=MJ8 Front Door faces: N X-M MICTURE(EXIS gC17 LAM v mi— 'ar ---- - ------- ------ 'iRDT FLOM PLA4 ua- ---- ----------- :was= ---------------- -;,,7on I-------------- ----—------------ ---------------- 7 0, I------------- L----------- ---------- mr- 1 2" "1 tu oil ------- -------------- (Dim KOM City of Atlantic Beach Building Department APPLICATION NUMBER be assigned by Ir 800 Seminole Road (To 7 the Building Department-) Ig Atlantic Beach, Florida 32233-5445 15_,S Phone(904)247-5826 Fax(904)247-5 15 S F- 5845 fi�_ E-mail* building-dept@coab.us rou Cityweb-site littp://www.coab.LIS Date Frouted- I APPLICATION REVIEW AND TRACKING FORM Property Address:2-to 2- 7r4 Sf-. De artmenf rnw;. .-quired Yes No Applicant: R.-A DF G Q I WD Build' lannin A 7-nin Project: NLLAJ Tree Administrator Public Wor s IltipQ N Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Florida Dept.. f Environmental Protection f Permit Verified By Date Florida Dept. St.Johns Riv r Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alc- — -Vera-- .s and Tobacco Other APPLICATION STATUS Reviewing Department First Review: (Circle one.) Comments: IKP'proved. []Denied. PLA NING TREE ADMIN. Reviewed by: Date.-_3 Second Review: []Approved as revised. ODeni PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ODenied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic 13each l3uilding Department APPLICATION NUMBER I 80OSeminoleRoad (TO ;�gne'db thyee�!ld�g De beassigned by theeuilding Departm]]ent-) Atlantic Beach, Florida 32233-5445 15—SF— Phone(904)247-5826 - Fax(904)247-5845, Y, !!A�-, - E-mail: building-dept@coab-us City web-site: http://www.coab.US LL Date rout APPLICATION REVIEW AND TRACKING FORM Property Address:2-&2— 7!`4 Sf. De artment review req ired Yes No Applicant: 5�`:-1 r, k 1-3 k_4 i Build' lannin & onin Project: NLLAi Tree Administrator Public Works u Ic tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required eview or Receipt Florida Dept. f Environmental Protection of Permit Verified By Date Flodda Dept. or 1ransnnrtqtion St.Johns Rivpr Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alc-1--';- �s and Tobacco Other: A r%—. — kTION STATUS Reviewing Department First Review: P-Approved. (Circle one.) Comments: ElDenied. BUILDING 3_�> PLANNING &ZONING TREE ADMIN. Reviewed by: Date.- �X Z> Second Review: EjApproved as revised. enied. �zwt PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: DAPproved as revised. ElDenied. Comments- Reviewed by.- Date vised07127110 BUILDING PERAHT APPLICATION CITY OF ATLANTic BEACH 800 Seminole Road,Atlantic Beach,FL D322313 office (904)247-5826 Fax(904)247-5945 _, 71 t U ber: F6. Perm ,2' Job Address*. 5�ee /Van d- I�, kc�parcell 3 Y Z6 6LE mj;c-& Legal D.escrlp'5,1011 Area 01 oq. — - non-heated/cooled4-!2�3- F 16ur I J3 61 proposed Work heat ---A4 2--—3' v ed/cooled Vaiwation of Work pool/spa window/door Class 0-If Work(circle 0110: Addition Alteration Repair Move Demolition . I 'ICesidqn�a '10 use of existing/proposed structure(s)(circle one): Comrnercia g-tialf es 6 e 0114- If an existing s ture,is a fire sprinkler system installed? (Circl Florida Product Approval# For multiple products use product approval 1011 111 3.ed:etlt! Describe in detail the type of work to be perforn _7�v V C T d- 0 A eA4 propert-V Owner Informatiow Oreg- Address: :21 '.Name:_u 7_ip 0 * 4ay _?I� State)t*L Phone "h 6 fl) city � C, e E-Mail or Fax#(optional __c N OLO tor—r—\ aZ7V_*__-N ko w a f\ (d I r� Cowixactor Information: 7_Qualit�ingAgenj:.j61) 11 R110ti4LO Company Name:_Az _T 'illl �a rg��- State e _-9�jPL___:_CitY Pto Le Ile' t-ax IF 0 L� Job Site/Colitac q Address: -t Number office Phone�io� ification/Registration State Celt' I ame&Phone el rchitect N Name&Phone Fee simple Title Holder Name and Addres Bonding Company Name and Addres Mort- e e and Address to the ,ag Lender Nam Z� 1 11 12 it, rk or installation has commenced prioi is herebi,nzade to obtain a Pernzii to do tile work and installations as indicated. I cerafy t at 0 0 it in thisjurisdiction. Thispermit becoines null '4pplicalion all ivork will be petformed to ineet tile standards orou jaips regidating consiTuctiO -a eriod ofsix(6)months at any tigegie,, issitance oj'a permit and that a)-ifconstrzictioll a)-ii,ork is sz ended at-abandonedfoi . 's 1p ,717d void frivork is not coinmenced within sLv(6)months, Olyorlc, P111jzbj12A SIgns, yells,pools, Arnaces,Boilers, , k is coil" -ate Permits m71sI he securedfor Electrica wol, inenced. f understand that sePa' Tanks and Air Conditioners,etc. (OUR FA11LURE TO RECORD A NOTICE OF WARNING TO OWNER: '%, R PAYING TWICE FOR I1%4PR0VE_iV1T'4 NTS COMMENCEWINT MAY RESULT IN YOU AP4 FINANCING,CONSULT W1 TH YOUR PROPERTY. IF YOU INTEND TO OBT TO � P.NEY BEFORE RECORDING YOUR NOTICE OF YOUR LENDER OR AN ATTO COI�MENCEMENT. and knoir the sa.rize to be Irzte and correct. All pi-ovisions oflaws and ordinances-Ovel-ililla Ill's ,ad and eyamined this 0 lication oi-not- The granting of a permit does not presume to give authoriv to violate or cancel the l hereby certiji;that I have re other IfN type oj work will be compli. -ipith wh, eci zed herein I tion or the peTformance ofcolistrzictiO17- 1-ovisions ofany other e L staz� r loc_I v reggi!ating-cons n1c Signature of Contractor of O�, er Sianature Print Name e pril-ifliqarn kr S o to and subscribed before me ,and subscribed before Me ?w r - SN�,oin tc thiX-Il Dayof Z2-L-.4,6 til is Da3r of PjDrTHSMEG ITH STEEG No, 'Nlotary Public MY.COMMISSION#FF 0912N My COMMISSION I FF 09129 _�tevised 0 1.26.10 EXPIRES.FebmW.10,2018 A EXPIRES:Februaly 10,2018 I�M_ w "M Booded Thru Budget Notary SeJvicts Booded Thru BodgeMotaySm" J` -Of F700r TREE & VEGETATION AFFIDAVIT City of Atlantic Beach Department of Community Development Planning&Zoning Division APR 0 80OSeminoleRoad Atlantic Beach,FL 32233 APR 02 (P)904 247-5800 (F) 904 247-5845 IT# SECTION I-APPLICANT INFORMATIO14 r- Owner(s) Legal Authorized Agent* NAME OF APPLICANT NAME OF COMPANY F L9 be-st4i' DLtil6f ---�rc ADDRESS OF COMPANY -WID I D /"(�I Cvl-nei-y '�ri ve I-ohle Vedi7a, PHONE(JOL Li CELI�qo EMAIL n KOUAM JeSAfn 00/6097 V CONTRACTOR CERTIFICATION NUMBER C9 r- 0 33 1�r7 �r? ATLBCH BUSINESS TAX RECEIPT NUMBER SECTION 11-SITE INFORMATION STREET ADDRESS OF PROPERTY A,4 4�4r%eej- L if an address has not been assigned to this property,contact the AB Building Department at(904)247-5826 to request an address. LEGAL DESCRIPTION S- --,) - -" LOT BLOCK SUBDIVISION REAL ESTATE NUMBER -0000 LOT OR PARCEL SIZE: SQ FT AC RESIDENTIAL COMMERCIAL OTHER(SPECIFY) I affirm that I have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation"of the Municipal Code of Ordinances for the City of Atlantic Beach,FL andlor I have participated in a pre-appfication meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged,destroyed andlor removed from the above-dascribed or adjacentproperties in conjunction with this project. ALL -- I zi!5VO SIGNANRE OF OWNER SIGNATURE OF OWNER Signed and swom before meon this / dayof by State of F/0�'1,da County of Identification verified: D'e-1--�0hCdL Oath sworn: f- yes No n/ ,..o J L Jug — Notary Si e My Commission expires: REV-NA-00.12 MY COMISSION#FF 091299 E ES:Febmary 10,2018 XPI '44o,�7dO' Bonded Thru Budge Notuy Services 90 ZONING REVIEW COMMENTS City of Atlantic Beach Building and Zoning Department 800 Seminole Road Atlantic Beach,Florida 32233-5445 Phone: (904)270-1605 Fax: (904)247-5845 Email: dreeves*coab.us Permit: 15-SFR-639 Applicant: Florida Design Build Review: I st d St Address: 151 Sawgrass Comers Dr, Ponte Vedra, FL 32082 Site Address: 2622 Phone: (904) 834-7214 RE#: 172542-0000 Email: johnrowandesign@aol.com Correction Comments I. Tree Removal: Please submit a Tree Removal Permit Application if any trees are to be removed. If no trees are to be removed,then please fill out an Affidavit of No Tree Removal. Both forms are available on the city website under "Planning and Zoning" and at City Hall. 2. Site Plan: Please show the distance between the proposed structure and the existing structure. Additionally,please show the setback from the north property line for the front porch. Derek W. Reeves Zoning Technician dreeves@coab.us Walker, Jennifer From: Walker, Jennifer Sent: Monday, March 23, 2015 9:48 AM To: 'johnrowandesign@aol.com' Cc: Jones, Mike; Graham, Shirley; Reeves, Derek Subject: 262 2nd St. Attachments: Tree Inventory.pdf; Tree Mitigation Worksheet.pdf; Tree Removal Checklist.pdfI- Tree Removal Permit.pdf; Ltr of Authorization.pdf; Tree Affidavit.pdf Good morning John, The four sets of plans you have submitted for 262 2 d Street are not signed and sealed, at least 2 of them must be. Also, Zoning needs a survey and either a Tree Removal Permit completed or an Affidavit of no Trees being removed. I have attached those forms for you. Please let me know if you need anything further, Thank you, JeIA'O'� WaLk"ey- Administrative Assistant Building Department City of Atlantic Beach 904-247-5826 City of Atlantic Beach Building Department 800 Seminole Road APPLICATION NUMBUR (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-5445 7,� z "'; Phone(904)247-5826 . Fax(904)247-5845, 15 E-mail: building-dept@coab.us Cityweb-site: llttP://www.coab.us LL Date routed: APPLICATION REVIEW AND TRACKING FORM PrOpertY Address:2&2- 7r,", Sf. De artment review req ired Yes No Applicant: G �J 13 LA i Build' -------- lannin &Zonin Project: NLW Tree Admi i 11straror Public VVor s u Ic tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Revieli,11 13 E:121 1� !11 Florida Dept. of Environmental Protec ion of Perm' eri ed By Date Florida,Dept. Of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alco-- �s and Tobacco Other: A M rus Reviewing Department First Review: ElApproved. (Circle one.) Comments: ADenied. BUILDING PLANNING &ZONING Reviewed b TREE ADMIN, Date.- Second Review: XAPProved as revised, OlDenied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: 4�� Date: FIRE SERVICES Third Review: ElApproved as revised. ElDenied. Comments: vised 07/27/10 Reviewed by: Date: City of Atlantic Beach Building Department APPLICATION NUMBER 800 Seminole Road (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)�47-584MA� E-mail' building-d(3pt@coab.us cityweb-sit& http://\vww.coab.us Daterouted: APPLICATION REVIEW AND TRACKING FORM Property Address:2-&-2-- T`0 De artmenf quired Yes No Applicant: k Build' lannin P-Zonin Project: NLW Tree Administrator Public W rks U IC Ut lities Public Safe y Fire Services Review fee s 5__�b Dept Signature -e_kl\ Review or Receipt Other Agency Review or Permit Required Florida Dept. of Environmental Protection ified By Date Florida Dept. OT I ransportation St.Jo ns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcohol;- s and Tobacco Other APPLICATION STATUS Reviewing Department First Review. PA-pproved. (Circle one.) Comments: OlDenied. BUILDING PLANNING &ZONING TREE ADMIN. Reviewed by._�� V E)ate:3/,/,, Second Review: []Approved as revised. ElDenied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ElDenied. Comments: Reviewed by: Date: Revised 07/27110 —————— CITY OF ATLANTIC BEACH PUBLIC UTILITIES .............. 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 (904)270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 9- Project Address: Z(e 2 �2AJP �5z/20C-T/ No. of Units: Commercial Residential Multi-Family_ New Water Tap(s) & Meter(s) Meter Size(s)_ 31C4 ,- New Irrigation Meter Upgrade Existing Meter from -- to (size) New Reclaimed Water Meter-Size New Connection to City Sewer Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Z - sr-e- &O� Water System Development Charge $ J1 4,K&- Sewer System Development Charge $ Water Meter Only $ 'V0 Reclaimed Meter Only $ Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ Other $ TOTAL $ 't-r- APPROVED: Kayle Moore, PE (Deputy P W Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CANBEASSESSED CITY OF ATLANTIC BEACH Building Department 800 Seminole Road Atlantic Beach,Florida 32233 (904)247-5800 -a FILC COpy PLAN REVIEW COMMENTS Permit Application # Property Address: ,?tl,2 W1,51 Applicant: r471� 0� S/6:IV 130-t10 Project: /Z/ 1�-- IV 5plf- This permit application has been: IZApproved - -3, ;� 5 - / I' El Reviewed and the following items need attention: 27 A� e:�n'-ro"y- calc(ll'alllor\ h la a,P— -/J7 e 67harAl--1-71� 7L/iL 4V VC la;V-0617 L 0.4-141 e/,Y-- r L4P d U 61wev;/ea/ Plan &Y—.. Please re-submit your application when these items have been completed. Reviewed By: Date: 61/ > M "0.1 > 'TI Cn cn (D 0 -T-, CD > -2 C,- EA CD C:r M- CD 0- U- n CD (To E3 :� = = a On C3 CD CD (D CL rA 0- r7, ;17- o -Tj CD -0 P a- C�,, w CL. CL u- a: p S. a UQ 0 CID C7- m C-> CD \C) C> cr (A CD M UQ CD CD ---1 01 4- W > 2 (D CD ZY- (D (To C', Z3- (D (D I ar CD --: O'Q GQ -C� (D 'a C: gx� P 0 w 0 -t:; 27, CD 0 CD cn 2:: = - UQ --+I (D CD CD -. - t" In CD o 14 In CD = UQ CD rA. Cl. ET En = - 5 = rD Ul 0 -5 CD En 0 CD U) (D (D flu fb .2— —al C4n CD 110 00 ON (j) Uj 77- tz, n n ;cl m m > It CD 0 0 �o o..-* R �< (1) ov =" )-4 C-D o- =i V = 0 uq 0 CD — — CD 0 CA (ro CD -0 0 — — w 91) C—D — Pi CD rA CD C�, <D CD CD N cr cm (D CD cr 4t 06 C) 0 CD CD CL sn = q o CD 0 0- Z I CA CD En 0 t;,* :3 = 0 cr 5 ft CD CD CD UQ 0 to CD ;::v fD =s CL CD 1� r_ = �o 0 IIOQ Ra. =1 0 �o q = tv Cr CD WD cloor CD 0 0 > 0 < a- CD CD '0 cr (D CO 0 CD En -% ;:;: go cn 0- E3 CD = �:r C go P D CD r- CD cr uo CD CD CD in CD CD W 4" 0 CD #11 0 0- CD El 0 (n > n. C7- 77 CD CL CD :3 0 CL (D CL CD CD CD < ;z cl� (LQ- CA -"<" fD CD CD C9 4t CD Qs CD 0 :3 (D CD CL 0 0 CD 3. CD CD CD CD cn Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" FILE COPY RE: 150126 - Smith Residence MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: RPM Lumber Project Name: Smith Residence Model: Lot/Block: Subdivisiom Address: 262 Second St City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name� License Address: City: State., General Truss Engineering Criteria & Design Loads(individual Truss Design Drawings Show Special Loading Conditions): Design Code� FRC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 41 individual,dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 GI 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seat# I Truss Name I Date I No. I Seal# ITruss Name Date I I IT6848953 1A01 12/18/015 118 IT6848970 IF07 12118/015 12 IT6848954 IA02 12/18/015 119 IT6848971 IF08 12/18/0151 13 IT6848955 IA03 12/18/015 120 IT6848972 IF09 12/18/0151 14 IT6848956 IA04 12/181015 121 IT6848973 IF10 12/18/0151 15 IT6848957 IA05 12/18/015 122 IT6848974 IF12 12/18/0151 16 IT6848958 I A06 12/18/015 123 IT6848975 IF13 12/18/0151 17 IT6848959 IA07 12/18/015 124 IT6848976 IF14 12/18/0151 18 IT6848960 I A08 12/18/015 125 IT6848977 IF15 12/118/01�_] 19 IT6848961 11301 12/18/015 126 IT6848978 IF16 12/18/01C 110 IT6848962 IB02 12/18/015 127 IT6848979 IF18 12/18/015J Ill IT6848963 IB03 12/18/015 128 IT6848980 IF19 12/18/015J 112 IT6848964 IB04 12/18/015 129 IT6848981 IF21 12/18/015] 113 IT6848965 1F01 12/18/015 130 IT6848982 IF22 12/18/015 114 IT6848966 IF02 12/18/015 131 IT6848983 IF23 12/18/015 115 IT6848967 IF03 12/18/015 132 IT6848984 IF24 12/18/015 116 IT6848968 IF04 12/18/015 133 IT6848985 IF25 12/18/0151 117 IT6848969 IF06 12/18/015 134 IT6848986 IF26 12/18/OS The truss drawing(s)referenced above have been prepared by MiTek .%0till I I#fill ll % 0.01N Industries,Inc.under my direct supervision based on the parameters 1)� ....... 4 0 N provided by TrussMart Bldg Compts,LLC. Truss Design Engineer's Name: Velez, Joaquin 138182 S My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE:Truss Engineer's responsibility is solely for cr Z STATE: OF design of individual trusses based upon design parameters shown 00 . A- on referenced truss drawings. Parameters have not been verified 4 0 R k9 .. ... as appropriate for any use. Any location identification specified is 9/0� %% for file reference only and has not been used in preparing design. A Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/TPI-1, Chapter 2. February 18,2015 Velez,Joaquin I of`2 RE: 150126 -Smith Residence Site Information: Customer Info: RPM Lumber Project Name: Smith Residence Model: Lot/Block: Subdivision: Address: 262 Second St City: Atlantic Beach State: FL No. iSeal# JTruss Name I Date 135 IT6848987 IF27 12/18/015 1 136 IT6848988 I FT01 12/18/015 1 137 IT6848989 I PB08A 12/18/015 1 138 IT6848990 JPB0813 12/18/015 1 139 IT6848991 I PB08C 12/18/015 1 140 IT6848992 IPB08D 12/181015 141 IT6848993 IPB08E 12/18/015 1 2 of 2 Job T ype Ply Smith Reside� T6848953 150126 A01 ATTIC Q11 Job Reference(ootionah Puss 1 7 TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.5lu a Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries.Inc.Wed Feb 18 16:03:00 2015 Page 1 13-1-5 ID:xYnol2usrA5H50ir2nVe-f7kGkF-6ON20XOBqx9mDor5?T-QCTMidbYRBaMJSilyc64szv 22-7-0 9-2-4 12-1-0 10-1-1 21-6-11 21:k15 25-5-12 30-0-10 'M 0 4.7 1 ! V I= 4-6-14 2_10-12 FZ71'8-5-5 0-d-4 2-10-12 4-6-14 47-. 0-04 1-0-1 Scale 1 75.1 6x8 MT20HS 6x8 MT20HS Zz� 9.00 r1_2 7 3x8 11 3x8 11 6x8 -�- 18 5 8 19 6x8 4 9 3YA C? 3x4 -Z�, 9 n 0 C6 10 17 20 2 11 ,�Z 11 LJ - 121 9 9 4x12 11 16 15 14 13 4X12 III 2x4f 11 Bx8 8x8 2x4 11 7� 9-24 13-1-5 21-6-11 25-5-12 30-0-10 3443-0 17 14 3-11-1 8-5-5 3-11-1 4-6-14 4-7-6 Plate Offsets(X,Y)- [2:Edge,0-0-8],[3:0-1-12,0-1-8],14:0-2-1 1,Edgel,[5:0-6-13,0-G-12],[6:0-3-1,0-0-91,[7:0-3-1,0-0-9],[8:0-6-13,0-0-121,[9:0-2-11 Edge],[10:0-1-12,0-1-81, [I 1:Edqe,0-M1.[14:0-2-12,0-Ml.[15:0-2-12.0-3-81 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.49 14-15 >838 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.9314-15 >443 180 MT20HS 187/1 43 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FRC20110/TPI2007 (Matrix) Attic -0.3014-15 630 360 Weight:291 lb FT=0% LUMBER- BRACING- TOPCHORD 2x8 SP SS*Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except 6-7:2x10 SP SS,1-4,9-12:2x6 SP No.2 2-0-0 oc purlins(64)-0 max.):6-7. BOTCHORD 2x6 SP No.2*Except* BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-15:2xi 0 SP SS mr-rek—recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 Installation guide. REACTIONS. (Ibtsize) 2=1292/0-5-8,11=1292/0-5-8 Max Horz 2=234(LC 9) Max Uplift 2�1 50(LC 10),11�1 50(LC 10) Max Grav 2=1 548(LC 16),11=1 548(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-117�2006/145,3-117�11 901/177,3-4�11 880/171,4-18�11 786/178,5-18=-1 775/183, 5-6�1272/264,6-7�1280/268,7-8=-12731264,8-19=-1777/183,9-119�117881178' 9-10�1882/171,10-20�1902/177,11-20�2007/145 BOTCHORD 2-16=0/1 641,15-16=0/1 642,14-15--0/1362,13-14=011 467,11-13=0/1 466 WEBS 3-15=-4371127.5-15=0/951,8-14=01951,10-14=-437/127 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf;BCDL=3.Opsf,h=25ft-B=45ft;L=35ft;eave=4ft;Cat. 11;Exp C,End.,GCpi=0.18;MWFRS(directional)and C-CExterior(2)-2-1-10to 1-3-15,Interior(l)11-�:15to&2-8,Exterior(2)8-2-8 N 68182 MWFRS for reactions shown;Lumber DOL=11.60 plate grip DOL=11.60 to 26-5-8,Interior(l)26-5-8 to 33-4-1 zone;cantilever left and right exposed-end vertical left exposed;C-C for members and forces& 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. T F 6)*This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 0 0 7)Ceiling dead load(5.0 pso on member(s).5-6,6-7,7-8; Wall dead load(5.Opsf)on memben(s).5-15,B-14 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-15 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 2 and 150 lb uplift at 1111111 joint 11. 10)*Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FL Cerl 12)Attic room cheaed for U360 defection. February 18,2015 A WARNING-V.Wy deg.pft. W IWADNOTES ON THIS AND INCLUDED AUTEII(REFOUNCE PAGE AW7473—0211612015 BEFORE USE. Design valid for use only with Mirek cc��tors.This design is based�fy upon pararnetets,showr�,and is for an individual buildhV component. Applicabifty of design parameters and proper incorp�crtion of cc,nponeM is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web�bers only.Additional temporary brachg to insur,e stability durirg construction is the responsibility of the erector.Additioncil pemnane�nt bracing of the o�erall structure is the responsibility of the building desjgr�er.For general guidance regarding M!Tek' fabrication.cluality co�trol,storage,deliVery.erection and bracing.consult ANSVTPII Quality Crilada,DS849 and BCSI Building Component 6904 Parke East Bl%d. Sallety Informalt available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 321610 I-lob Truss Type Qty [ly I Ismith Residence T6848954 150126 A02 ATTIC I Tnuss I ---- Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Midway.GA,3132D Run:7.510 a Jan 20 2014 Print:7.530 a Ad 112014 MiTek Industries,Inc.Wed Feb 18 16:03:012015 Page 1 ID:.xYnal2usrA5H50ir2nVe-fzkGkF-aax0etPpbFHdqyQ[ZBWPKgvcK?zMw3dThMmVBZzjszu 13-1,5 22-7-0 9:,2-4 1.2-1 21-6-11 21*15 25-5-12 -0 2-10-12 to e'" 4 12 V.11' 3-5-5 "4 =4 0-0-4 1-0-1 Scale 1:69.4 6X8 6x8 9-oo H-2 7 2XIB 11 2x8 20 21 ea 4 9 9 3X4 9 0 3X4 6 3 10 6 3.4 3 2'M ea 20 4 121" :a �4 0 119 22 9 2 If 11 12 3.10 11 3x10 11 is 17 16 15 14 13 3xio 11 2X4 11 2x4 11 117 11�3' 17-7-8 1 11 25-5-12 3-11-1 4-6-14 1_, 3 M,-3 71 0-4p 3 4-2-0 jtj'4 Plate Offsets(XY)- [2:0-5-0,0-04],[3:G-1-12,0-1-8),[4:0-2-11,Edgel,[6:04-0,0-0-1],V,04-0,0-0-1],[9:0-2-II.Edgel,[10:0-1-12,0-"],Ill-O-",O-"],[14:0-2-12,0-"], 1`117:0-2-112,11-"] LOADING (psf) SPACING- 1-4-0 CS1. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.11 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 VeFt(TL) -0.28 13-14 >727 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(rL) 0.03 11 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Attic -0.11 14-15 1713 360 Weight:291 lb FT=0% LUMBER- BRACING- TOPCHORD 2x8 SIP SS-Except- TOPCHORD Structural wood sheathing directly applied or 64)-0 oc purlins,except 6-7:2x10 SP SS,1-4,9-12:2x6 SP No.2 2-M oc purfins(64)-0 max.):6-7. BOTCHORD 2x6 SP No.2-Except- BOTCHORD Rigid ceiling directly applied or 10-"oc bracing. 14-17:2x10 SP SS MiTek recommends that Stabilizers and required cross bracin�-� WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer WEDGE Installation auide. Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. All bearings 0-5-8 except(it--length)16--0-3-8,15--G-". (lb)- Max Horz 2=234(LC 9) MaxUplift All uplift 100 lb or less atjoint(s)15 except 2�1158([-C 10),1 1=-163(LC 10),16�1186([-C 9) MaxGrav All reactions 250 lb or less at joint(s)except 2=1017(LC 1),1 1=1089(LC 17),16=513(LC 16),15=889(LC 17) FORCES. (b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-119�11263/144,3-19=-1 1571175,3-4�1073/177,4-20�985/183,5-20--974/188, 5-6=-8411269,6-7�7401273,7-8=-8181267,B-21=-937/193,9-21�949/1190, I'ttiIIIIIII111111 9-1 0�11 038/182,10-22�11 268/189,111-22�11 374/157 1 N BOTCHORD 2-118=W993,17-18=0/993,16-17=01777,15-16--Of770,14-15=01774,13-14=4V964, 11-13=-8/966 \CENs*-. WEBS 3-17�396/120,8-14=0/262,10-14=-497/131 4� N 68182 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=9.Opsf;BCDL=3.Opsf;h=25ft B=45ft;L=35ft;eave=4ft;Cat. 11;Exp C;End.,GCpi=0-181 MWFRS(directional)and C-C Exterior(2)-2-1-10 to 1-3-15,Interior(l)1-3-15 to 8-2-8,Exterior(2)8-2-8 to 26-5-8,Interion(l)26-5-8 to 33-4-1 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces& 4JJ T F MWFRS for reactions shown;Lumber DOL=1-60 plate grip DOL=1.60 441 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psfboftom chord live load nonconGurrent with any otherlive 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-"wide will fit between the bottom chord and any other members. 6)Ceiling dead load(5.0 psf)on member(s)-5-6,6-7,7-8; Wall dead load(5.Opsf)on member(s)-5-17,8-14 If 11 1 1 7)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-17,15-16,14-15 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except ut=lb) 2=158,11=163,16=186. FL Cert. 6634 9)*Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. February 18,2015 11 Attic room checked for U360 deflection. A WARNING.v—fy deg.p.—t—and READ NOTES ON TMS AND MCLUDED WTSK REFERANCE PAGE ML17473—0211612015 BEFORE USE Design volid far use only with Mi rek connectors.This design is bosed onty upon parameten,shown,and is far an individual building component. Applicability of design parameters and proper i—poration of—ponent is responsibility of building designw-not I—designer.Bracing shown is far Iateral support of individual web rne,rnbers only.Additional temporary bracming to insure stability during—t—tion is the responsibillity of the erector.Additional perrnanent bracing of the overail structure is the responsibility of the building designer.For gene�ral guid—e regarding MiTek' fabrication,quality control,storage,delivery.eirection and braeng.consult ANSVMI Qualilly Crilleda,DSB49 and SCSI Building Component 69G4 Parke East BNd. So"Intwrmation available from Truss Plate Institute,781 N.Lee Street,Suite 312.AlexarKiria.VA 22314. Tampa,FIL 33810 Job Truss Truss Tfype �� I 1 11 It Smith Resider-ic-e ��AT-Tl. 1;501 2�5 ��-Affl T6848955 [J�obRefefence(optional) TRUSSMART BUILD114G COMPONENTS.MOW",GA,31320 mun:1.5 10 s Jan 20 2014 Print:(.0JU S JLA 11 ZU14 MITek Industries,Inc.Wed Feb 18 16:03:02 2015 Page 1 13-1-5 ID:xYnol2usrA5H50ir2nVe-fzkGkF-2mVopDQSMZPUSS?U6u1 uHuRhdOtffa3cwOW2g?.zj*szt 22-7-0 =2 4-7-8 1124 121-0 k- __ALLj__ 21-6-11 _____214j-15 25-5-112-30-0-10 3441-0 36-841 4-7-6 14 2-11�12 8-5-5 044 2-10-12 4-6-14 �24. 04)-4 1-0-1 Scale 1:71.0 6x8 6x8 9 00[12 7 2x8 11 2x8 6x8 5 8 21 6x8 4 9 S 3x4 5- 3x4 9 3 10 6 19 22 12 6x12 11 18 17 16 15 14 13 6x12 11 2x4 11 M = 8X8 2x4 11 121 1 1311-1 1 17-7-8 21-6-11 25-5-12 34-" 3-�4 3-11-1 0 4-7-6 14 G-413 4-2-0 4-7-6 Plate Offsets(X,Y)- 12:Edge,O-M],P:0-1-12,0-1-8],14:0-",Edgel,[6:0-5-8,0-1-11,[7:0-5-8,0-1-1],[9:04-0,Edgej,[10:0-1-12,0-1-81,[II:Edge,o-"1,114:0-2-12,0-2-121, [17:0-2-12,0-2-121 LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.17 13-14 >999 240 MT20 244/190 TCDL 15�O Lumber Increase 1.25 BC 0.58 Vert(TL) -0.3413-14 �595 1130 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 11 n1a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix) Attic -0.1714-15 1108 360 Weight:874 lb FT=0% LUMBER- BRACING- TOPCHORD 2x8 SP SS*Except- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins,except 6-7:2x1 0 SP SS,1-4,9-12:2x6 SP No.2 2-M oc purlins(6-M max.):6-7. BOTCHORD 2x6 SP SS*Except* BOTCHORD Rigid ceiling directly applied or 10-"oc bracing. 14-17:2x1 0 SP SS WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. All bearings 0-5-8 except Ot=length)16=0-3-8,15--,0-3-8. (lb)- Max Horz 2�234(!_C 8) MaxUplift AJI uplift 100 lb or less at joint(s)15 except 2=-801(LC 10).1 1=-824(LC 10),116�2011([_C 7) Max Grav All reactions 250 H)or less at joint(s)except 2=6777(LC 16),11=7046(LC 17),16=1282(LC 16),15=1587(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 11-2�54/384,2-19---8028/1440,3-119�7025/11299,3-4=-6534/1209,4-20�57116/11097, 5-20�5671/1093,5-6=-5621/1148,6-7=-4597/1014,7-8�55311/111137,8-21�5673/11107, 9-21�5780/11118,9-1 0=-6604/1234,10-22�7464/1375,1111-22�8467/15116,111-112�54/384 IN BOTCHORD 2-18=-891/5649,17-18=-89015644,16-17=-657/4652,15-16=-653/4629,14-15=-655/4639, '4' 113-14=-949/5865,1111-113�9511/5874 "o S WEBS 3-18�221294,3-17�1305/303,5-17=-415/147,10-14�1773/382,10-13=-72/595 NOTES- N( 68182 I)3-ply truss to be connected together with I Od(0.13 I"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-M Oc. -10 Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x1 0-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. T 2)All loads are Considered equally apphed 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=1 30mph(3-second gust)Vasd=101 mph-,TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. 0%% 11;Exp C;Encl.,GCpi=O.18;MVVFRS(directional)and C-C Exterior(2)-2-1-10 to 1-3-15,Interior(l)1-3-15 to 8-2-8,Exterior(2)8-2-8 to 26-5-8,Interior(l)26-5-8 to 334-1 zone;Cantilever left and right exposed;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. FL Cert. 6634 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-"tall by 2-0-0 wide February 18,2015 will fit between the bottom chord and any other members. V_1(Y d..'r,p—t——d READ NOTES ON TINS AND INCLUDED AUTEK REFERANCE PAGE ANF-7473 02/1612015 BEFORE USE Design vadid far use only with Mirel,conrectoni.This design is based onflt,upon pararneters showr�,and is fc�r an inclividual building cornponent. Applicability of design pararneters and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web rnernbers onty.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional perrnanent bracing of the overall structure is the responsibility of the building clesigner.Far general guidance regarding MiTek' fabrication,quality control,storage,der—y.erection and bracing,consuff AHSVTP11 Quallilty Cd1eda.DSB-89 and IIICSI buillding Cacniponent 6904 Parice East Blvd. Safety Infornwdlan available frohn Truss Plcrte Institute,781 N.Lee Street,Suite 312,Alexanciria,VA 22314. Tampa,FL 33610 Y—Smim ljob pTrusss rype -"Residence T6848955 150126 A03 3 F..R-f--l- . .1 TRUSSMART BUILDING COMPONENTS,Midway,G6k 31320 Run:7.510 a Jon 20 2014 Print:7.530 s Jul 11 2014 Mi rek Industries,Inc.Wed Feb 18 16:03:02 2015 Page 2 ID:xYnol2usrA5H50ir2nVe-fzkGkF-2mVopDOSMZPUS5?U6u1 uHuRhdOlffa3cwOW2g?4szt NOTES- 9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-17,15-16,14-15 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except at=lb)2=801,11=824,16=201. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber increase=1.25,Plate lncrease=1.25 Uniform Loads(ptf) Vert:11-5-247(!F�200),5-6�253(11`�200),6-7�253(F=-200),7-8=-253(F=-200),8-12=-247(F=-200),2-17=-1 3,14-17=-20,11-14=-1 3 Drag:5-117�7,8-114�7 A wARWNG.V.W Ajg.p—&— nd READ NOTES ON TNIS AND INCLUDED UTTEK REFERANCE PAGE W14473 1102116,2015 BEFORE USE Design valial far use only with MiTek conrectors.This design is based my upon pararnete,rs shown,and is far an individual building compment. Applicability of design parametee;and proper incorporation at co-ponentis re,sp—ibility of building designer-not truss designer.B—ing shown is far lateral support of indk6duoi web mernbers only.Additional temporary brocing to insure stability during construction is the responsiblility of the MiTek' ere�ctor-Additional permanent bracing of the—rall structure is the responsibility of the building desig—Far general guidance rega�ding fabrication quality control,storage,delivery,erection and brming.consult ANSVTPII Quallily CAeda,DSS-89 and BCS1 Building C-nPanent 6904 Parke East Blvd. Safety Intofmahon ovallable from Trus�Plate Institute.781 N.Lee Street.Suite 31 Z AlexaffArict,VA 22314. Tampa,FIL 33610 Job Truss Type Qty, Ply Smith Re�sklence T6848956 150126 A04 ATTIC 1 �Trus 3 Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7530 s Jul 112014 MiTek Industries,Inc.Wed Feb 18 16:03:03 2015 Page 1 ID:xYno[2usrA5H50ir2nVe-f7kGkF-Wz3BlZR47sXL4FaggcY7p!�__sNoeuOlJt9gFcCRzjszs 13-1-5 22-7-0 -2:: 9-2-4 121- '3-1-' 21-6-11 2MI 25�12 W�l 0 344 j&8-0 2_1._,2 4 2'. 2 1 447. 4 102 1' 8-5-5 044 1-G-1 Scale 1:71.0 6x8 6x8 9.00 Fi-2 7 2x8 2x8 6x8 �, 20 21 6,8 4 9 3x4 5�- U4 9 3 10 3x4 - 2X8 6x8 20 4 12x 21 6x8 9 U4 3 10 19 2M2 11 12 Bxj, 11 6x12 18 17 16 15 14 13 6x12 III 2x4 8x8 M 2x4 11 17-7-8 �:_tlT2 0 1 1 12 M'4 4-7. 14 �11-j ON-3 4-2-0 111--3 Plate Offsets(X,Y)- 12:Edge,O-"],P:0-1-12,0-1-81,14:0-2-11,Edgel,[6:0-5-8,0-1-11,17:0-5-8,0-1-11,[9:D-2-11,Edgel,[IO:D-1-12,0-1-81,111:Edge,O-M],[14:0-2-12,0-2-12l, [17:0-2-12,0-2-121 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.17 13-14 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.3413-14 >595 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(rL) 0.04 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Attic -0.1714-15 1108 360 Weight:874 lb FT=01/6 LLIMBER- BRACING- TOPCHORD 2x8 SP SS*Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-7:2x1 0 SP SS,1-4,9-12:2x6 SP No.2 2-"oc puffins(6-0-0 max.):6-7. BOTCHORD 2x6 SP SS*Except* BOTCHORD Rigid ceiling directly applied or 1 0-M oc bracing. 14-17:2xl 0 SP SS WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. All bearings 0-5-8 except(it--length)16=0-3-8,15=0-3-8. (lb)- Max Horz 2=-234(LC 8) MaxUplift All uplift 100 lb or less at joint(s)15 except 2=-801(LC 10),1 1=-824(LC 10),16�2011(!-C 7) MaxGrav All reactions 250 Ib or less at joint(s)except 2=6777(LC 16),1 1=7046(LC 17),16=1282(LC 16),15=1587(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. TOPCHORD 1-2�54/384,2-19=-8028/1440,3-19�7025/11299,3-4=-6534/1208,4-20�5716/1097. 5-20�5671/1093,5-6=-5621/1148,6-7=-4597/1014,7-8�5531/1137,8-21�5673/11107, ittiIIIIIIIIIIIII, 9-21�5780/1117,9-1 0=-6604/1234,10-22�746411375,11-22=-846711515,11-12�54/384 % BOTCHORD 2-18�891/5649,17-18=-890/5644,16-17=-658/4652,15-16=-65414629,14-15--655/4639, 13-14=-949/5865,11-13�951/5874 E N s*- N'. WEBS 3-18�22/294,3-17�1305/303,5-17=-415/147,10-14�1773/382,10-13=-721595 N 68182 S NOTES- 1)3-plytrussto be connected togetherwith 10d(0.131"x3")nailsasfollows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-94)oc,2x1 0-2 rows staggered at 4N b(111 1�1 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2xl 0-2 rows staggered at 0-9-0 oc. 44/ F T Webs connected as follows:2x4-I row at 0-9-0 oc. -0 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. IN 01- 4)Wnd:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18 MWFRS(directional)and C-C Exterior(2)-2-2-11 to 1-2-14,Interior(l)1-2-14 to 8-2-8,Exterior(2)8-2-8 to 26-5-8,Interion(l)26-5-�to 33-5-2 7one,cantilever left and right exposed;end vertical left exposed;C-C for members and forces i! MWIFIRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. FL Cert. 6634 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-"tall by 2-0-0 wide February 18,2015 will fit between the bottom chord and any ot er members. EFOUINCEPAGEA 7473-02H&IM58 RE USE paranesens .d READ NOTES ON THIS AND ONCLUDE0�111irriK itE 91- EFO Design valid far use only with Mifek conr�ctors-This designis bmed onty upon pararnetem shown,and is far an individual budding con�pone,nt. Applicabdity of design parameters and proper inc-poration of cornpon�nt is resportsibifity of budding designer-not truss designer.Bracing shown is for iateral support of indwidual web rr�ernb-mly.Additional ternporcry bracing to insure,stability during co�strucfionis the responsibility of the MiTek' erector-Addfltic�naj perrnc-nt bracing of the overall structure is the responsibility of the budding designer.For gen,eral guidance regarding fabrication,ciudity control.storage,delivery,ere,ctim and bracing.consud ANSMI Quallily CrIteft,DSB-89 mW SCSI Building Ce-p�Ont 6904 Parke East Blvd. Salwly Infomvalion availabLe frorn T�Rate institute,781 N.Lee Smaet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 ITru Truss Type �rlce SS sl e� -04 ATTIC I T Clty �Ply 3�Job FReardence,(o tional) TRUSSMART BUILDING COMPONENTS,Midway,GA,3132D Run:7.510 a Jan 20 2014 Print:7�530 s Jul 112014 MiTek Industries,Inc.Wed Feb 18 16.03:03 2015 Page 2 ,D*xYno[2usrA5H50ir2nVe-f7kGkF-wz3B1 ZR47sXL4FaggcY7p5_.pNoeLPOIJ19gFeGRzjszs NOTES- 9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psq applied only to room.16-17,15-16,14-15 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb u plift at joint(s)15 except(V-1b)2=801,11=824,1 6=201. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13)Affic room checked for L/360 deflection. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate lncrease=1.25 Uniform Loads(pff) Vert:1-5=-247(F=-200),5-6=-253(F=-200),6-7�253(F=-200),7-8=-253(F=-200),8-12=-247(F=-200).2-17=-13,14-17=-20,11-14=-13 Drag:5-17�7,8-14�7 A WARNING-V-fy d-ig.p�hv.-d READ NOTES ON TMS AND MCLUDED AWTEK REFERANCE PAGE MP7473-1 021161M15 BEFORE USE. De�ign valid far use only with Mi-Tek—nectons.This design is lb—c!only upon Parameters shown,and is for an individual building component. Applicability of design Parameters and proper incorporation of—ponent is responsibility of building designer-net truss designer.Bracing shown is far lateral su�oporl of individual web rnerr�bers onf,/.Additicral temporary bracing to insure stabifity during construction is the responsibillity of the MiTek' erector.Additional pern�anent bracing of the overall structure is the re�ponsibilfy of the building designer.For general guidance regarding fabrication,quality control.storage,deiyery.erection and bracing.consult ANSVMI QucOy CdIeft'DSB-89 nd 8CSl Building Cornponent 6904 Parite East Blvd. Sdety Inkmnallion available from Truss Plate Institute.781 N.Lee Street,Suite 31 Z Alexandria.VA 22314� Ton".FL 33610 Job Truss Truss Type Ply I Smith Residence T6848967 150126 A05 ATTIC 17 2 Job Reference(optional) I TRUSSMART BUILDING COMPONENTS,Midway.GA.31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc. Wed Feb 18 16 03 03 2015 Page 1 ID:xYnol2usrA5H50ir2nVe-fzkGkF-Wz3BlZR47sXL4FaggcY7p5_ulofxOObl9gFcCR4szs 13-1-5 22-7-0 -2Z !V7 & i 9=4 12-6" 13-1- 21-6-11 21-6-15 2 2 4-7-6 4 -, A 11 1 0 r16 .12 1-0-1 8-5-5 o4-4 2-10-12 =4 0-0-4 1-0-1 Scale 169.4 6X8 6x8 9.00 F12 6 7 2x8 11 2x8 11 5 a 20 21 4 9 9 9 3x4 30 6 3 10 6 W: W " 5 20 4 21 9 3.4-- 10 19 22 2 11 1, B1 12�9 & ex 6x12 11 18 17 16 15 14 13 &12 11 2x4 11 W= 8x8 2x4 11 1-7' 2' 1' 1 L-71 �11111 �1 1,2 110 i I I .44:� 42_0 'j" 4-6-14 4-7-6 47. 14 Plate Offsets MY)- [2:Edge,0-0-81,[3:0-1-12,G-1-81,[4:04-0,Edgel,16:0-4-0,0-0-11,[7:04-0,0-0-1],[9:04-0,Edgel,[iO-.0-1-12,0-1-8],III:Edge,O-"],[14:0-2-12,0-3-01, [17:0-2-12,04"1 LOADING (pst) SPACING- 1-" CS1. DEFL in Qoc) Vdell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.1513-14 >999 240 MT20 2441190 TCDI- 15.0 Lumber Increase 1.25 BC 0.52 Vert(rL) -0.32 13-14 >631 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.04 11 n/a We BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Attic -0.1514-15 1256 360 Weight:583 lb FT=0% LUMBER- BRACING- TOPCHORD 2x8 SP SS*Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-7:2xlO SP SS,1-4,9-12:2x6 SP No.2 2-0-0 oc purlins(6-0-0 max.):6-7. BOTCHORD 2x6 SP SS-Except- BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-17:2x1 0 SP SS WEBS 2x4 SP NO.3 WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. AJI bearings 0-5-8 except ot=length)16--0-3-8,15=0-3-8. (lb)- Max Horz 2=234(LC 9) MaxUplift All uplift 100 lb or less at joint(s)15 except 2=479(LC 10),1 1=-493(LC 110),116�170(!-C 7) Max:Grav Al reactions 250 Ib or less at joint(s)except 2=3877(LC 16),1 1=4065(LC 17),16=895(LC 16),15=1238(LC 17) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-19�46391789,3-19=-4085/734,3-4=-3795/682,4-20�3342/639,5-20�3292/637, 5-6=-3225/687,6-7�2662/642,7-8=-3163/681,8-21=-3295/649,9-21=-3354/651, 1118111IF" 9-110�38101697,10-22=-4363f779,11-22=-4917/833 %,il IN BOTCHORD 2-18=-44313319,17-18=-443/3317,16-17�284/2709,15-16�281/2694,14-15--282/2701, % 13-14---478/3412,11-13=-479/341 8 -%% 0 E N WEBS 3-17=-802/207,10-14=-1102/253,10-13�36/410 N 68182 NOTES- 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: NI 0 0 Top Chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 Oc. :cc Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2xl 0-2 rows staggered at 0-9-0 oc. T F Webs connected as follows:2x4-1 row at 0-9-0 oc. 0 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 A, 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. i�� ;:k- 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. 0- 11;Exp C,Encl-,GCpi=0.18;MWIFRS(directional)and C-C Extefior(2)-2-1-10to 1-3-15,Interior(l)1-3-15to8-2-8,Exteriol 8-2-8 to 26-5-8,lnterior�l)26-5-8 to 33-4-1 zone,cantilever left and rightexposed;end vertical left exposel for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. FL Cert. 6634 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-"tall by 2-0-0 wide February 18,2015 will fit between the bottom chord and any other members. I—F............. Alk wARMN't-Vft deig.p�metars and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MI-7473 0211612015 BEFORE USE. Desigr�ydial far use only with MIT.k connectors.This design is based only upon Parameters shown,and is far an individual building component. Applicability of design parannet�and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown im for lateral 5upport of individual web me,mbers only.Additional temporary bracing to insure stability during construction is the respomilbillity of the MiTek' erector.Additional perrnaner�t bracing of the oyerall structure is the responsibility of the building desig—For�general guidance regarding fabrication,quality control,storage,delivery.er�tion and bracing.consult ANSVTPII Quality Criteria,DSB-89 and lICSI Buldng Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute,781 N.L�Stna-t,Suite 312.Alexamkia.VA 22314. Tampa,FL 33610 Job Truss Type Ply Smith Residence T6848957 150126 J11105 ATTIC 17 Pm 2 Job Reference(opti7l) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Ind'stries,Inc. Wed Feb 18 16:03:04 2015 Page 2 ID:xYnol2usrA5H50ir2nVe—fzkGkF-_9d7F-RiuAfChP9sEJ3MMJX3nC?ATrrvNK?91uzjszr NOTES- 9)Bottom chord live load(40.0 pso and additional bottom chord dead load(5.0 psf)applied only to room.16-17,15-16,14-15 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(it--lb)2=479,11=493,1 6=170. 11)"Semi�rigid pftchbreaks including heels"Member end fi)dty model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom Chord. 13)Attic room checked for U360 deflection. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:11-5-1147(F�1100),5-6=-153(F=-100),6-7=-153(F=-100),7-8=-l53(F=-l00),8-12=-147(F=-100),2-17=-13,14-17=-20,11-14=-13 Drag:5-117�7,8-114�7 WARN[NG.Verey desW aW READ NOTES ON TOMS AND INCLUDED UWTEK REFERANCE PAGE W7473�02H&2015 BEFORE USE Design vafid for use onty with MiTek connectors.This design is based only upon par—ters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of—ponent is resportsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members ontv.Additional temporary bracing to insure stability during corism-tion is the responsibillity of the erector.Additional permanent bracing of the Overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication.quality control.storage,delivery.erec�fion and bracing.consult ANSI/TPII Quality CdIeft.DSB-89 and BCSI Budding Component 6904 Parke East Blud. Tampa,FL 33610 ScftV Inion-Mon ovallable from Truss Plate Institute.781 N.Lee Street.Suite 312-Aiexanckia.VA 22314. 77 Truss Type Qty IPly 1 �Srmth!Residence T6848958 GABLE 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Midway.GA,31320 Run:7.510 a Jan 20 2014 Print:7.530 a Jul 112014 MiTek Industries,Inc.Wed Feb 18 16:03:05 2015 Page I ID:xYnol2usrA5H50ir2nVe-f7kGkF-TLAxSESKfUo3JZk3oOabvW3KVcT4s%vi2c kiHKzjszq -0-13 ��36�-" �2Z 13-7-3 21 _'0 13-7-3 7-5-11 l—��117�3 2 Scale 1723 3x4 3x4 900[1-2 10 1 13 15 16 9 17 18 5X8 X 0 7 19 9 9 20 �2 6 6 6 18 L7 20 2x8 11 5 21 2x8 11 4 Z '23 3 4 22 23 2 24 9 2 ij 'u, U 25 9 911 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 11 3x10 11 5X8= 'AA-p-n 3441-0 Plate OffsetsQQ9= [3:045-g.G.0-41.[Z:O-".0-3-01,111:0-2-0.0-2-01.[15:0-2-0.0-2-Ol.ilg:0-4-0.0-3-Ol.L23:04�-9,04)-4l.L24:Edae.Q:M.[H:O-".0-3-01 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 25 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(rL) -0.04 25 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 24 n/a n/a BCDL 10.0 Code FRC2010frP12007 (Matrix) Weight:292 lb FT=O% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOTCHORD, 2x4 SP SS 2-0-0 oc purfins(6-0-0 max.):11-15. OTHERS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-34,12-36,10-37,9-38,14-33,16-32, 17-31 rMiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 34-&0. (lb)- Max Horz 2=236(LC 9) MaxUplift All uplift 100 lb or less atjoint(s)2,34,36,38,39,40,41,42,43, 33,31,30,29,28,27,26,24 MaxGrav All reactions 250 lb or less atjoint(s)2,34,36,37,38,39,40,41,42, 43,33,32,31,30,29,28,27,26,24 FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. NOTES- 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=9.Opsf;BCDL=3.Gpsf;h=25ft-I B=45ft;L=35ft;eave=2ft;Cat. Ck\)I N V,,�, 11;Exp C;Encl.,GCpi=0.18;MWIFIRS(directional)and C-C Corner(3)-2-1-1 to 1-3-10,Exterior(2)1-3-10 to 10-1-9,Comer(3)10-1-9 % to 24-6-7,Exterior(2)24-6-7 to 33-3-7 zone,cantilever left and right exposed;end vertical left exposed;C-C for members and forces E N s &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 N 68182 Gable End Details as applicable,or consult qualified building designer as per ANSlrrPl 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom Chord beanng. 7)Gable studs spaced at 2-0-0 oc. T F 0 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) Solid blocking is required on both sides of the truss at joint(s),2. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,34,36,38,39, 40,41,42,43,33,31,30,29,28,27,26,24. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. F FL Cert. 6634 February 18,2015 A WARNING-V.W&-V. a.&—and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110104473—OV1612015 BEFORE USE. Design vadd far use onl,/with M I Tek connectors.This clesig n is based only upon parameters shown,and is far an inclividual building component. Appficabilify of design parameters and proPer incorporation of component is responsibility of building designer-not truss desUner.Brwng shown is far lateral support of individual—b mernbers only.Additional temporary bracing to insure stability during construction m the respomilbillify of th. MiTek' erector.Aciclrk:�l pernnc�ent bracing of the overall slr�cture is the responsJbility of the building designer.Far general guidance regarding fabrication.quality control,storage,delivery,wection and bracing,consult ANSI/71`11 QucMty Criteda,DSB-89 and IlCSI Building Component 6904 Parke East Blvcl� Satiety Infoanallon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexancirlo.VA 22314. Tampa,FL 33610 jTruss Truss Type 150126 AO7 GABLE *17 i r (optional) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 a Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc.Wed Feb 18 16-.03:07 2015 Page I ,D:xYnot2usrA5H50ir2nVe-fzkGkF-PklhtwUaB52nYtuRvRc�-xBfqP7PKokL3lDpLCzjszo -2V N�7 117-3 1 17-4-0 214)-13 W7 2 ,._,2 3-8-13 341-1, 11111112 Scale 1:755 3x4 11 4x4 3x4 4x4 6 8 9.00 F12- 3x4-:�- 62 63 3x4'Z�- 3x4-�' 5 9 3x4 4 110 3x4 2x4 2x4 2x 3X4-�� 3 2x4 ]!j64 61 2 12 9 1319 ffXXXXyyy 65 3x8 1123 22 21 19 18 17 15 14 3x8 20 3X8 16 3x8 5x8 13-7-3 M'7 12-0-4 13-1-5 11 -6 1:111 5-3-13 '!�y 1 -3 W7 01 M1 i�Nir'2 0-&14 -j -4-0.Q:4:9 Plate Offsets(XY)- f5:0-1-12.0-lA,r7l)-".O-lA.[9:01-12.QA:?L[12:EdoeQ45,117:0 j LOADING (ps� SPACING- 14-0 CS1. DEFL in (loc) I/defl L/d PLATES GRIIP TCLL 20.0 Plates Increase 1.25 TC O�23 Vert(LL) -0.02 14-15 999 240 MT20 2441190 TCDL 15.0 Lumber Increase 125 BC 0.16 Vert(rL) -0.05 14-15 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(rL) 0.01 12 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matnx) Weight:782 lb FT=0% LLIMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins,except BOTCHORD 2x4 SP No.2 24)-0 oc purlins(6-0-0 max.):6-8. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. AN bearings 0-3-8 except(V-Iength)2=3-W,19=6-2-1,12=0-3-0,18=6-2-1,23=3-3-0. (lb)- Max Horz 2=236(LC 9) MaxUplift Al uplift 100 lb or less atjoint(s)23 except 2�1136(LC 10),119�208(11LG 10),12�1190(11_C 10) MaxGrav AJI reactions 250 lb or less at joint(s)18,23,22,22,20,16 except 2=358(LC 19),19=1027(LC 1), 12=672(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOPCHORD 2-61=-342/85,3-61=-315/96,34�298/1109,4-5--264/128,7-8=-363/236,8-63=-376/222, 9,W=-4231177,9-1 0=-6351203,10-11=-671/194,11-64=-687/171,112-64�729/1160 BOTCHORD 2-23=-89/277,22-23=-89/277.21-22=-891277,20-21=-89/277,19-20=-89/277, 14-15--16/498,12-14--16/498 WEBS 5-19=-440/184,6-119�330/60,7-119�558/1146,7-15=-88/406,9-15=-491/175 NOTES- JiV11111111111111111 1)2-ply truss to be connected together with 1 Od(0.13 Vx2l")nails as follows: I 'f-I.-, Top chords connected as follows:2x4-1 row at 0-9-0 oc. %% ...-'�'A, -" Bottom chords connected as follows:2x4-I row at G-9-0 oc. ;;'N 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 N 68182 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=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=9.Opsf;BCDL=3.Opsf-,h=25ft;B=45ft;L=35ft-,eave=4ft;Cat. 11;Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Extenor(2)-2-1-1 to 1-4-9,Interior(l)1-4-9 to 8-8-6,Exterior(2)8-8-6 to cc 25-11-10,Interion(l)25-11-10 to 33-3-7 zone;cantilever left and right exposed-,end vertical left exposed-IC-C for members and forces F 1JJ T &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry A, Gable End Details as applicable,or consult qualified building designer as per ANSI1TPI 1. % 6)Provide adequate drainage to prevent water ponding. % 7)All plates are 1.5x4 MT20 unless otherwise indicated. 'f 41ri, 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. FL Cert. 6634 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23 except Ot=lb) 2=136,19=208,12=190. February 18,2015 12) "Semi-ri id iitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss- WAR -Verry dewgn pararnetens and READ NOTES ON THIS AND INCLUDED M[TEK REFERANCE PAGE 01-7473 n—0211612015 BEFORE USE. Design vald tor me only with MiTek connectors.This design is based only upon pararneiers shown,and is for an individual building cornponent. Applicability of design parameters and prow incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addlitiond temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Adclitional perrnanent bracing of the overall structure is the responsibility of the builchng designer.For general guidance regarding fabrication,quality control,storage,deRvery.erection and bracing.consult ANSVTPII Quallify C*efkL DSB-89 and BCSI Bulli Cornponent 6904 Parke East BNa Safety Inf—tion available-frorn T-Plate Institute.781 N.Lee Street,Suite 312,Alexandrim VA 22314. Tarnpa,FL 33610 Job Truss Type Qty Ply Residence T68489M 150126 A07 GABLE I IT"'" 2�Jsonb"`Reference(optional) TRUSSMART BUILDING COMPONENTS.KW&ay,GA,3132D Run:7.510 a Jan 20 2014 Print:TWO a Jul 112014 MiTek IndusVies,Inc.Wad Feb 18 16:03:07 2015 Page 2 ID,xYnol2usrA5H50ir2nVe—f7kGkF-PklhtwUaB52nYtuRvRc3_xBfqP7PKokL3lDpLCzjszo WARNING-Vft deig.parameters and READ NOTES ON THIS AND INCLUDED WTEK REFEqANCE PAGE AIL17473 02/1&2015 BEFORE USE Design volid far use only with MiTek connectors.This design is based only upon parameters shown,and is for aninclividual building component. Applicability of design parameters and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown a far lateral support of individual web members only.Additional temp—iry bracing to insure stability during construction is the respomiullity of the MiTek' erector.Additional perrnanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control.sioroge.delivery,��tion and bracing,consull ANSVVII Quality Cdleda'DSA-89 and BCSI Building Component 6904 Parke East BId. Sa"Infonnabon ovallable frorn Truss Pkste Institute.781 N.Lee Street.Suite 317-AIexandrkL VA 22314- Tampa,FL 33610 T Job Truss Truss Type Qty Ply Smith Resider ce 150126 A08 Morapitch 3 1 lob Reference(optional) 7t :7.530 3 Jul 11 ZU14 mi I eK ma...—,-111 —reb 10 lo-U-1 TRUSSMART BUILDING COMPONENTS,MKI*W,G&313W Run:7.510 s Jan 2D 2014 Prinit ID:xYnoUwA5H50lr2nVe—fzkGkF-PklhtwUaB52nYtuRvRc3—x8xwP5OKsCL3lDpLCzjszo 2:g 7-" �2 74)-0 Scale 1 39.2 2x4 4 9.00 F12 4x4 '�- 7 3 4x4 12 go')r 4x" 7 3 4x4 2 6 u 3x8 5 I-5x4 7-0-0 7-0-0 Plate Offsets[XM— 127G-5- 4.0-0-51,14-0-2-0. LOADING (psf) SPACING- 1-4-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.05 2-5 �999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.14 2-5 575 180 BCLL 0�0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n1a VMght:46 lb FT=0% BCDL 10.0 Code FRC20lQrTP12007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-G-0 oc purfins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 4-4-13 MiTek recommends that Stabfl�izers and required cross bracing 71" n __erecitio be install�ed during truss erection,in accordance with Stabilizer st linstallabon guide, REACTIONS. (lb/size) 5=192/0-",2=313/0-3-0 Max Horz 2=193(LC 10) Max Uplift 5�96([_C 10),2�41(1_C 10) Max Grav 5=257(LC 15),2=313(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-AN forces 250(lb)or less except when shown. NOTES- 1)%Mnd:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=9.0psf-1 BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat. 11;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-"to 1-0-0,Interion(l)14)-0 to 3-10-4,Exterior(2)3-10-4 to 6-10-4 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=11.60 tt,1111111111111 2)This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 111FIF 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 I N will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. %% 0 * GENs*-- 100 lb uplift at joint(s)5,Z 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10 N 68182 411 .0 T N 1:1 FL Cert. 6634 February 18,2015 A WARNING.Verify de.W .amea—and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 02(16/2015 BEFORE USE Design valid far use only with Mirek connectors.This design is based only upon peroimet�shown,and is far an individual building component. Applicability of design parameters and Proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during canstruction is the responsibillity of the MiTek erector-Additonol pemanent bracing of the overat structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consutt ANSVTplj QuaMy Crffeda�DSB-89 and 5CSI Builcling Carnponent 6904 Parke East Blvd, Sa"Intanndlion available from Truss Plate institute.781 N.Lee Street,Wife 312,Alexandria.VA 22314. Tampa,FL 33610 —1 �Job Truss Type jQty JPIY 1 �Srnilh Residerxe T6848951 150126 BOI caffirnan 4 ITruss I Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Iffidaery,GA,31320 Run:7-510 a Jan 20 2014 Print:7.5210 s Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16:03:00 20 5 page I 1, ID�xYnol2LisrA5H50ir2nVe—fzkGkF-tws44GVCyPAeAOSeT981VV9hn6pLd3C6%qyzNLd4- 2Z 8-6-0 12-7-4 17-M 12 4-1-4 1 4-1-4 i4- i —2 1112 A2 4x4 Scale 1:45.7 4 9.00 F1-2 13 14 4X4 4x4'Z�, 3 3 5 13 14X 900,1-2 4x4'5' 4x4 11 5 2xS I 2x8 11 12 ;8 e2 7 7 11 3x4 10 9 3x4 8 W Plate Offsets(X.Y)- L2:0-4-9.0-"I,L6XI-4-9, I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LI-) -0.10 10-11 �999 240 MT20 244/190 LOADING (psf) SPACING- 2-" CS1. TCDL 15.0 Lumber Increase 1.25 BC 0.67 Ver-I -0.25 10-11 >803 180 BCLL 0.0 Rep Stress Incr YES VVB 047 0.02 8 n1a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) VMght:111 lb FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or64)--O oc purlins, except BOTCHORD 2x4 SP No1 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �InstM MiTek recommends that Stabilizers and required cross bracing — m g be insta:Ellled during truss erection,in accordance with Stabilizer T.t Im I . . tallation guide. REACTIONS. (IbIsize) 11=902/0-5-8,8--%210-5.-8 Max Horz I I�268([-C 8) Max Uplift 11�235(!-C 10),8�237(!-C 10) FORCES. (lb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown. TOPCHORD 2-12�292/102,3-12�258/142,3-13�728/2211,4-13=-687/253,4-14=-687/253, 5-14�7281221,6-15=264/75,2-11�3511255,6-8�340/237 BOTCHORD 10-11=-1/614,9-10=0/587,8-9--0/587 WEBS 4-1 0�1 53/554,5-1 O�2581145,3-1 O�262/149,3-11�7011/88,5-8�701/117 NOTES- 1)Unbalanced roof live loads have been considered for this design- 2)Wind:ASCE 7-10;VuII 30mph(3-second gust)Vasd=1 01 mph;TCDL--9.Opsf;BCDL=3.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11j,111111111111111 11;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-M to 1-041,Interior(l)1-0-0 to 5-6-0,Exterior(2)5-6-0 to 00 IN V 8-6-0,Interion(l)11-6-0 to 16-0-0 zone,cantilever left and fight exposed;end vertical left exposed;C-C for members and forces& %%01)� .-------.."-4 !-*, MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 E N 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent 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-"wide N 68182 will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)oftrussto bearing plate capable ofwithstanding 100 lb uplift atioint(s)except(#=Ib) 11=235,8=237. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. T F 0'- J it ao" FL Cert. 6634 February 18,2015 WARNING-V—ry d.,afg.p-1—and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE M11-7472 0211612015 BEFORE USE Design void for use only with Mirek coarectors.This design is based oniy upon parameters shown,and m for an individual building component. Applicalbility of design pammeter�and proper incorporation of cornponent m responsibility of building designer-not truss designer.Bracing shown is far lateral support of incKriclual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mffek" erector.Additional perrnanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication,quaiity control.storage.delivery,erection and bracing,consult ANSVTPII Qualify,Criteria,DSA-89 and li Building Cornponent ISM Parke East BtW. Safety Intonrnation available from Tnss Plate Imfitute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Taff",FL 33610 Job Truss Type Qty IPty I �Snndh Residence T6848962 150126 B02 R00fSpecel 7 1Tn'sS Job Reference(optional) TRUSSMART BUILDING COMPONENTS.Midiiinsy,GA,3132D Run:7.510 a Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16 03:09 2015 Page I ID:.xYnot2usrA5H50ir2nVe–f7kGkF-L7QSHcVriilVoA1 q1 sfX3MEv5DhwoaPeXciWQ54szm _2Z 8_6_0 12-1-5 i 1:7� i _2 110L11 3-7-5 3-7-5 0_1' 4x8 11 Scale:1/4"=I' 4 9 oo F1-2 1.5x4 11 13 14 1 5x4 11 3 5 19 10 9 4x8-Z�, 4x8 12 6x8 5� 6x8 15 6 2 c4 9.00 F1_2 8 2x4 11 17-0-0 2f4 11 4=111:111 4-10-11 '10. Plate Offsets(XY�– f2:0-3-4.G-1-81.FBD-3-4.o-l-8].L9:0-".0-2-8l.iiO,.O-".G-2-81 LOADING (ps!) SPACING- 2-" CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.18 9-10 �999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.62 9-10 324 180 BCLL 0.0 Rep Stress Incr YES WB 0-72 Horz(TL) 0.59 8 n/a n1a BCDL 10.0 Code FRC2010frP12007 (Matrix) Weight:107 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or a-3-7 oc purlins, except BOTCHORD 2x4 SP No.2 end verticals- WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied OF 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance wdh Stabilizer Installation guide. REACTIONS. (lb/size) 11=90210-5-8,8--902/0-5-8 Max Horz 11�275([_C 8) Max Uplift 11=-234(LC 10),8�238(1_C 10) FORCES. (lb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown- TOPCHORD 2-11�970/275,2-12�2550/0,3-12�2487/40,3-13�2712/195,4-13�26821229, 4-14�2669/214,5-14=-2698/180,5-15�2473/0,6-15�2522/0,6-8=9W/257 BOTCHORD 10-11�252/425,9-10=0/826,8-9�7/287 WEBS 4-9�90/1 970,5-9=-3901223,6-9=011 913,4-10---132/1987,3-1 O�389/223,2-1 0=0/201 0 NOTES- I)Unbalanced roof live loads have been considered for this design- 2)Wnd:ASCE 7-10;Vuft=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft,L=24ft;eave=4ft;Cat. 11;Exp C-1 Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)-24)-0 to 1-M,Interior(l)1-0-0 to 5-6-0,Exterior(2)5-6-0 to N Vj�'1,fi J# end vertical left exposed;C %% ........ 8-",Intericil 11-6-0 to 16-0-0 zone;cantilever left and right exposed -C for members and forces& %% 0 MWFRS for reaefions shown;Lumber DOL=1.60 plate grip DOL=1.60 E Ns'- 3)This truss has been designed for a 100 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-M wide NN q-)60 8 118 2 will fit between the bottom chord and any other members. 5)Bearing at joint(s)11,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) rF 11=234,8=238. T 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 N % % N P toll, Jill 411111111 F FL Cert. 6634 February 18,2015 WARNING.Verify diiig.pani—ters and READ NOTES ON THIS AND INCLUDED MITEK REFSRAIWE PAGE MI-7473 OV1612015 BEFORE USE Design valid far use only with MiTel,connect—This design is locised only upon parameters shown,and is far an incli building component- Applicability of design parameters and proper incorporation of component is resp—ibRity of building designer-not iruss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' erecto, Additional permcirient bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSi/TP11 Quoli CiReda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa"Infomriation ovalab�etromT�Pkiteimfitute,781N.L�Str�t.Suite3lZAtexandrk3.VA22314. Tampa,FL 33610 S _1h Residenc�e rfer�� Job Truss Truss Type Qty Ply Smith Residence T6848963 150126 B-0 3 Conwrion 2 1 Inh Rf---(optional) TRUSSMART BUILDING COMPONENTS,Midway,GA.3132D Run:7.510 a Jan 20 2014 Print:7.530 s Jul 11 2014 MiTeK IVIOUSMS,Inc. wed Feb la MU31H I ID:xYno[2usrA5H50ir2nVe–fzkGkF-L70SHcVrijiVoAlqistX3ME–DDgfoiteXciWQ5ziszm 12-7-4 17-04) 19-0-0 2-" 4-4-12 4-1-4 ------------I,------ �4-4- 4-1-4 44-12 2-M 4x4 Scale 1:43.9 5 9,00 F�2– 1 5X4 13 14 1.5x4 XX 4 5X8 4X4 7 3 15 12 10 3x10 11 11 3x4 3)(10 11 3x8 B-1 17-0-0 8_64) 8-6-0 Plate Offsets(X.Y�– [2:0-7-2-0-1-51 .��74 0�E LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) i/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.10 8-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.26 8-11 >789 180 BCLL 0.0 Rep Stress Incr YES WB DAB Holl 0.02 8 n/a n/a Weight:107 lb FT=O% BCDL 10.0 Code FRC2010/TPI2007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 640 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing st.11 '.g truss 'or7 cc. SLIDER Left 2x8 SP SS 2AO-9,Right 2x6 SP No.2 2-10-9 rbe in stall.drdu ring truss erection,in accordance with Stabilizer -' ll.,.,'m u Installation guide. REACTIONS. (Ibilsi7e) 2=905/0-5-8,8--WW3-0 Max Horz 2=229(LC 9) Max Uplift 2�232(!_C 10),8�232(!_C 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-12�%4/1183,3-12=-879/191,3-4=-831/227,4-13�769/213,5-13�730/246, 5-114�730/246,6-114�769/213,6-7=-830/227,7-15=-879/190,8-15=904t183 BOTCHORD 2-11�111668,10-11=OffiW,8-10=0/600 WEBS 5-11�140/587,6-11=292/147,4-11�2921147 NOTES- 1)Unbalanced roof live loads have been considered for this design- 2)Wind:ASC E 7-10;Vu H=I 30mph(3-second gust)Vasd=101 mph;TCD L--9-Opsf,BC D L=3-Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Encl.,GC pi=O.18;MWF R S(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Intel)1-0-0 to 5-6-0,Exterior(2)5-6-0 to 8-6-0.1 nterior(l)11-6-0 to 16-0-0 zone;can tileve r left and right exposed;end ve rtical left expo sed;G-C for members and forces& N MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 % 0 E N s 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -6-0 tall by 2-0-0 wide 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 will fit between the bottom chord and any other members. N 68182 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) Z 2=232,8=232. 6)"Semi-rigid pitchbreaks including heele Member end fixity model was used in the analysis and design of this truss. T F % J* FL Cert. 663747] February 18,2015 wwww WARNING.V..fy d..g.,._,__d READ NOTES ON THIS AND iNCLUDED MTEK REFERAME PAGE All 0211612015 BEFORE USE. Design varld tor use only with MiTek�ctcrs.This design is based only upon parameters shown,and is to,r an individual building component. Applicability of design parameters and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web mernbers ony.Aciclit�onal temporary bracing to insure stability during construction is the respomilbillity,of the erecto,Additional p.—nent bracing of the overall structure is the respOnsbility,of the building designer.Far general guidance regarding R fabrication quality control.storage,delivery,erection and bracing,consult ANSVTPII Quality Crilleft DSB-89 and ACSI Building Cornponent 6904 Parke East Blvd. Salely Intomallon available from Trus�Plate Institute.781 N.Lee Street,Suite 312,Akwandft VA 22314. Taff",Fl.33610 Truss Type Ply 1 �Smithftsklence T6848964 150126 B04 common Supported Gable �7 1 r Pual Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Mid*W,GA,31320 TWO s Jul 112014 MiTek Industries,Inc.Wed Feb 18 16:06:54 2015 Page I ID:xYnoi2LjsrA5H50lr2nVe-f7kGkF-FPWVWVYE4reZHlk4icBlhp2QgwcSOSAJG6iKqYziswF _2Z 8_" 17-" 2 8_" 8-6-0 4x4 Scale 1*47.0 8 9.00 F1_2 7 6 10 10 3x4 5 3x4 6X8 11 4 12 sa 11 2 3 14 .1 121 InI -------------- 27 26 25 24 23 22 21 2D 19 18 17 16 3x4 17 Plate Offsets(XYlt- L2:0-2-7.0-3-61,[14:Edge.0-"I LOAD114G (ps!) SPACING- 2-" CSI. DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 035 V"LL) -0.02 15 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vail -0.06 15 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.27 HM(rL) 0.00 16 n1a n1a BCDL 10.0 Code FRC2010rFP`12007 (Matrix) Weight:118 lb FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommend that Stabilizers and required cross bracing be installed during=s erection,in accordance with Stabilizer Installation auide. REACTIONS. Ail bearings 174)-0. (1b)- Max Horz 27�250([_C 8) MaxUplift All uplift 100 lb or less atjoint(s)23,24,25,20,19,18 except 27=-196(LC 6),116�162([_C 7), 26�206(!_C 16),17�1165(!_C 15) Max Grav All reactions 250 lb or less at joint(s)23,24,25,26,20,19,18,17 except 27=449(LC 16), 16=395(LC 15),22=258(LC 10) FORCES. (lb)-Max-Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-27�3701307,7-8=-2161310,8-9=-216/310,14-16=-370/324 WEBS 8-22�290198 NOTES- 1)Unbalanced roof live loads have been considered for this design. %11ttlit I 111111'r.. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=9.Opsf;BCDL=3-Opsf,h=25ft;B=45ft;L=24111;eave=2ft-I Cat. I N 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-"to I-M,Exterior(2)1-"to 5-",Comer(3)5-"to % 8-6-0,Exteriol 11-6-0 to 16-0-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces& . NCENs* 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 N 68182 Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires rontinuous 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 2-0-0 oc. 411 Z T F 8)This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads. .0 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 try 2-M 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 lb uplift at joint(s)23,24,25,20,19 *1; %% 1 18 except ot=lb)27=196,16=162,26=206,17=165. 1 0%% 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. it FL Cert. 6634 February 18,2015 WARNING-Veret,degr;p--t—and READ NOTES ON TM AND INCLUDED ANTEK REFERANCE PAGE AW7473�02116IM5 BEFORE USE Design volid for use only with M7ek con—tors.This design is based only upon paramet�shown,and is far an individual building component. Applicability of design poramete,rs and proper incorporation of component is responsibility of building desig—-not truss designer.Bracing shown is far lateral support of individual web ma,mbers only.Additional temporary bracing to insure stability during constructionis the re,sponsibillity of the ere,ctor.Additional per-one,nt bracing of the overcril structure,is the re,sponsibifity of the building clesig—For general guidance regarding MiTek' fabrication,cKidity control.storage,delivery.erection and bracing.consult ANSVMI Quallity Criliefla,DSB-89 and SCSI Builcling Component 6904 Parke East Blvd. Sa"Intonmallon available from Truss Plate Irstilute.781 N.L�Street.Suite 31 Z Alexandria.VA 22314. Tampa,FL 33610 Ply -In F R Job Truss Truss Type Qly Ply Smith Residence T6848965 150126 F01 GABLE Job R�e:ference=(optional) _ Run:7.510 s Jan 20 2014 Print:7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16:03:11 2015 Page I TRUSSMART Bull COMPONENTS,Midway,GA,31320 ID:xYnot2usrA5H50ir2nVe-f7kGkF-HVYCiIX5EKYDI UBDBHh?8nJKul TtGcvx-vB 1 U_zjszk 0-1-8 2-6-0 1-3-0 0-1 8 H V Scaleri 1 36 8 8x8 5X8 3x4 3x4 3x6 FP� 3x4 2 3 4 5 6 7 8 9 10 11 25 23 22 21 20 19 18 17 16 15 14 13 12 3x6 2x8 11 3x6 FP 3x4 3x4 3x6 3X6 3x6= 8X8 1-4-0 1-" 2-4:9 1-4-0 Plate Offsets(X.Y)- ll:EdQe.G-O-l2l.L4-.G-",Q4-AO-[14'0-1-8.EdW.[14:0-0-0.QAM.[16: 1141I.Edge].124:0-",0-0-121.[25:0-1-8,0-0-121 LOADING (psf) SPACING- 1-" CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 11.00 TC O�29 Vert(LL) -0.02 13 999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 12-13 >999 240 BCLL 0�0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 12 n1a n1a Weight:129 lb FT=O%F,O%E BCDL 5.0 Code FRC2010/TPI2007 (Matrix) LUMBER- IBRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-10-8 except(V-*ngth)12=0-5-8. (lb)- Max Uplift Al uplift 100 lb or less at joint(s)15 MaxGrav All reactions 250 lb or less at joint(s)23,22,21,18,17 except 12=331(LC 4),20=379(LC 3), 14=495(LC 1),16=317(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown. TOPCHORD 4-5=0/354,5-6=0/354,6-7=01354,7-8=-66210,8-9=-662/0,9-1 0=-662/0 BOTCHORD 15-16=-354/0,14-15�354/0,13-14=0r&54,12-13=0/544 WEBS 10-1 2=-595/0,2-20�289/0,7-13=Or348,7-14�762/0,4-16=-346/0 NOTES- I)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable studs spaced at 1-4-0 oc. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15. % 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks N to be attached to walls at their outer ends or restrained by other means. N 68182 T F 0 FL Cert. 6634771 % GO N February 18,2015 WARNING.v-1y d..g.pa—eft.and READ NOTES ON Ties AMD INCLUDED UIrEK REFERANCE PAGE 01-7473 0211612015 BEFORE USE- Design volid for use only with MiTel,connectors.This design is based orty,upon parameters shown,and is for an individual building component. Applicability of design paramete,rs and proper incorporation of component is responsibility of buil,ding de,signer-not twz clesigner.Bracing shown is for lateral support of individual web members only.Addlitional temporary bracing to insure stability during constructionis the responsibillity,of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quallilly CrIfeda,DSS-89 and 1CSI Building Comporient 6904 Parke East BIW. So"Information available from Trus,s Plate linstitute,781 N.Lea Street,Suite 312.Alexardria.VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply Smith Residence T6848966 150126 F02 Fim 2 Job Reference(optional)-- TRUSSMART BUILDING COMPONENTS.Midway.GA,31320 Run:7.510 s Jan 20 2014 Print:7.5W s Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16 D3 12 2015 Page 1 ,D xYnol2usrA5H50ir2nVe-f7kGkF-li5aweYj?dg3femPi?CEh?sLLQnC-/3z4DZxaI Qzjs4 0-1-8 H 1 2-6-0 1 1-" 2-5-8 1-3-4 Scale=1:36.0 1.6x4 11 1.5x4 3x4 1.5x4 11 1.5x4 11 3x4 3x3 11 3x6 Flo 3x4 3x3 11 3x4 1.5x4 11 1 2 3 4 5 6 7 8 9 10 11 18 17 1615 14 13 12 3x6 3x4l 3x6 FP 3x8 3x8 3x4 3x4 '11:11:12 12 -4 11V2 21 M 2 3 1� 12 Plate Offsets(X.Y�- fl:Edge.0-0-121,116:D-".Edoel.[17:0-1-8,Edgel.flg:D-1-8.0-0-121 LOADING (psf) SPACING- 1-" CS1. DEFL. in Qoc) I/def! Ud PLATES GRIP TCLL 40.0 Plates Increase 11.00 TC; 0-33 Vert(LL) -0.08 17-118 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.17 17-18 >856 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 14 n/a n/a BCDL 50 Code FRC201101TPI2007 (Matrix) Weight:108 lb FT=O%F,O%E LUMBIER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verficals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. AN bearings 0-M except 011--iength)18=0-5-8. (lb)- MaxGrav AM reactions 250 lb or less atjoint(s)12 except 18=388(LC 5),14=750(LC 3),13=379(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown- TOPCHORD 2-3=-866/0,3-4=-866/0,4-5=-866/0,5-6=0/493,6-7=0/493,7-8=0/493 BOTCHORD 17-1 8=0/668,16-17=0/866,15-16=0/436,14-15--0/436 WEBS 2-18�732/0,5-14-89910,5-16--0/489,8-14=-421/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means- 4)CAUTION,Do not erect truss backwards. I N V '01 N 68182 #N -.0 cc z -33 T F 11J Z %% lilt, FL Cert. 6634 February 18,2015 WARNING venly,dsign pa—pele._d READ NOTES ON TIUS AND INCLUDED MITEK REFERANCE PAGE AW7472 021161WIS SEFORE USE. Design valid far me only with Mifel,ccnne�tors_This design is based only upon pararneters shown,and is for on Individual building cornponent- Applicabirity of design paronneter�and proper imorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web rnernbers only.Adclitional ternporcry bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional perrnane,nt bracing of the merall structure is the responsibility of the building desigrwr.For general guidance regarding fabrication,quality control.siorage,delivery.erectiton and bracing,corrsult ANSI/TPn Quality Criteria.DSB-89 and BCSl Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.781 N_Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Smith�Resde ran _F1P T:�Type Ply Smith Residence _��T��F Job Truss Truss Type Qly T6848967 �15012.6 F03 4 1 FJob Reference(optional) eb 18 16:03:12 2015 Page 1 TRUSSMART BUILDING COMPONENTS,Mkkvay,GA,3132D Run:7.510 a Jan 20 2014 Print:7.530 a Jul 11 2014 MiTek Industries,Inc.Wed F ID:xYnoi2usrA5H50ir2nVe–f7kGkF-ii5aweYj?dg3femPi?CEh?sUvOmO.?3g4DZxa1 Q4szj 0-1-8 H 2-6-0 144 1 0-10-2 _�8�1 0-10-2 Scale 1:29.4 1.5x4 1.5x4 3x4 1.5x4 11 1.5x4 3x4 3x3 11 3x3 1.5x4 11 3x4 1.5x4 2 3 4 5 6 7 8 9 10 9 8 16 15 13 12 3x6 3x4 3x4 3x8 1.5x4 11 3x3 3x4 IT" 11-11-12 5-" plate Oftets(xy-,..- ll::dQe.0-0-JE��1,11670-1-8.Ec!Wl.fl8-0-1-8.0-0-121 LOADING (pst) SPACING- 14-0 CSI. DEFL in Qoc) Ydefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.08'1617 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.16 16-17 >877 240 BCLL 0.0 Rep Stress Incr YES WB 0-24 Horz(TL) 0.01 11 n/a n/a Weight:90 lb FT=O%F,O%E BCDL 5.0 Code FRC2010/TPI2007 (Matribo LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=395/0-5-8,11=121/0-3-8,14=737/0-3-8 Max Uplift 11�21 ILC 3) Max Grav 17=396(LC 10),11=186(LC 7),14=737(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-908/0,3-4=-908/0,4-5�90810,5-6=0/380,6-7=0/377 BOTCHORD 16-17=01687,15-16=0/908,14-15=0/500 WEBS 2-17�752/0,5-14=-873/0.2-16=0/267,5-15=0/459,7-14�379/0,9-12=-283/0 NOTES- 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 21 lb uplift at joint 11 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. ttt,111111111111 It 5)CAUTION,Do not erect truss backwards. IN VjS� E N 0 4# 46' N 68182 T F 44/Z FL Cert. 6634 February 18,2015 ,&WARNING-Venfy deg.pa—fers and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MP7413 02/1&2015 BEFORE USE Design valid far use only with MiTel,con—tors.This designim based my upon pararnet�sh�n,and is far an individual building component. Applicalbifity,of design parameters and proper incorporation of corripment is responsibility of building clesigne,r-not truss designer.Bracing shown is for lateral support of inclr�ual web nnembers only.Additional temponcry bracing to insure stability during coinstruction is the responsibillity of the MiTek' ere�tor.Additional permcment bracing of the overall structure is the responsibility of the building desigr�er.For general guid—e regarding fabrication.quality control,storage,delivery.ere�tlon and bracing.cmsult ANSI/TPI11 Quany Criteda.DSB-89 and BCSI Buildrig Component 6904 Parke East Blvd. Saterly InformatIon available from Truss Plate Iratiturte.781 N.Lee Street,Suite 312,Alexarwisia.VA 22314. Tampa,FL 33610 Truss Truss Type Smith Residence T6848SM68 F04 Floor Job Reference(optional) TRUSSMART BL)ILDING COMPONENTS,Midway,G&3132D Run:7510 s Jan 2D 2014 Print:7.5M s Jul 112014 MiTek Industries,Inc.Wed Feb 18 6:03:12 2015 Page I ID:xYno[2usrA5H50ir2nVe-f7kGkF-ii5aweYj?dg3femPi?CEh?sUsQnl?3Z4DZxa1 Q4S4 0-" H 1 __1 14-4 2-3-12 Scale 1:28.9 1.5x4 11 1.5x4 3x4 1.5x4 11 1.5x4 3x4 3x3 3x4 1,5x4 1 2 3 4 5 6 7 8 - TJ 4 1 19 12 9 3x6 3x4 3x4 3x8 3x4 12�4 17-0-8 1,_J,_,2 114 Plate Offsets(XY�- IVEdge.0-G-12Lf11:G-1 E§M.[12:0-".Edael.[14*0-".0-0-121 LOADING (psf) SPACING- 1-" CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 11.00 TC 0.34 Vert(LL) -0.08 12-13 999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.17 12-13 >853 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FRC2010fTP12007 (Mai Weight:86 lb FT=O%F,O%E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(fiat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 13=385/0-5-8,9=77/Mechanical,10=770/0-" Max Uplift 9�50(!_C 3) Max Grav 13=388(LC 3),9=1 60(LC 7),1 0=770(LC 1) FORCES. (lb)-Max.Comp.[Max.Ten--All forces 250(lb)or less except when shown. TOPCHORD 2-3=-865/0,3-4=-865/0,4-5=-86510,5-6=0/492,6-7=0/491 BOTCHORD 12-13=0/668,11-12=0/865,10-11=0/437 WEBS 2-13=-732/0,5-1 0=-896/0,5-11=0/486,7-1 0=-482/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 lb uplift at joint 9. 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(OA31"X 3")nails. Strongbacks o1111111111111 to be attached to walls at their outer ends or restrained by other means. %%%% 00 1 N V 6)CAUTION,Do not erect truss backwards. % ....... 0 E N NN g-)60;85 11 P8 2 )..4T F 0.-0 . gA 0.. FL Cert. 6634 February 18,2015 A WARNING-Vffy deg. --t—and READ NOTES ON THIS AMND LLIVED AUTEK REFERANCE PAGE W7473 02MG/2015 BEFORE USE. Design valid far use only with Mifek connectors.This design ts based only upon porc�neters show�n,and is far an inclividual building component. Applicability of design pararneter�and proper incorporation of ccnrp�orent is responsibility of building designer-net truss design-Bracing shown is far lateral support of individual web members onty.Additional temporary bracing to insure stability during cc�struction is the responsilbillity of the MiTek' erector. Additional perrnanent bracing at the overall structure is the responsibiiity of the building designer.For general guidance regarding fabrication cludity control,storage,deWery,erection ond bracing,consult ANSI/TPII Quality CF110110,DS9-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn,Truss,Plate Irssfitute.781 K Lee Street,Suite 312,Alexandria,VA 22314. Tamps,FL 33610 Job Truss Trues Type Qty [ly Smith Residence T6848969 150126 F06 Fla" 3 Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Will",GA,31320 Run:7.510 s Jan 20 2014 Print 7.5W s Jul 112014 MiTek Industries,Inc.Wed Feb 18 16:03:13 2015 Page I ID�xYnol2usrA5H50ir2nVe-fzkGkF-Euf77zYLmxawGoLbGijTDCOeUqLkXwESDg8Zszjszi 0-1-8 H i 1-1-0 2-64) 1-4-8 Scale 1:15.4 1.5x4 11 3X6 3x4 1.5x4 11 1 2 3 4 3x4 6 15x4 9 10 3x6 8 7 1.5x4 11 15x4 3x6 3x4 Plate Offsets(X.Y�- il:EON.O-0-121.[3-0-1-8.Edael.[4:0-1-8.Eogej.11l:G-1-8.0-0-121 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deff L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10�0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 018 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FRC2010fTPI2007 (matrix) Weight:46 Ill FT=O%F,O%E LIJIMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SIP No.2(flat) end vertirals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ibtsize) 6=204/0-M,9=589/0-5-8 Max Grav 6=237(LC 4),9=589(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=0/263,3-4�327/29 BOTCHORD 9-10�26310,8-9�29/327,7-8=-29/327,6-7�291327 WEBS 2-9=-374/0,2-1 0=01372,4-6�360/32,3-9�511 1/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi4igid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard % li�Go 1)Dead+Floor Live(balanced):Lumber Increase=11.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:6-110�7,1-5=-67 Concentrated Loads(lb) N 68182 Vert:1�200 -10 z 1P*. T F 441 0 A, J- J# % 0 0 FL Cert. 6634 February 18,2015 WARNING-Verify desig.,.—ters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 02(16/2015 BEFORE USE. Design valid for use only with MiTek—nectors.This de,signs based mly upon pararneters sh—,and is for an individual building cornponent. Applicability of design pammet�and proper incorporation of cornponent is responrsibility of building designer-not truss designer.Bracing shown ME is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsullity of the e,rector-Additionat pecrnar-nt bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Welk' fabrication,quality control,storage.delivery,wection and bracing.consult ANSVMI Quality Ciftfla,DSB-89 and BCSI Building Carnponent 6904 Parke East Blvd. Sallety InfamKOlon available trorn Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Taffilpe,FL 33510 Truss Type Qty Ply Smith Residence T6848970 150126 _�'-rulss Floor 3 Job Job Reference(optional) TRUSSMART BUILDING COMPONENTS.Midway.GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jud 112014 MiTek Industries,Inc.Wed Feb 18 16 03 13 2015 Page I ID xynol2usrA5H50ir2nVe–f7kGkF-Eufz7zYLmxcywGoLbGijTDCOgsq9wkYfESDg8Zszjszi 2-5-0 2-" __1 Scale=1,108 1 1.5x4 11 2 3X4 31 5X4 9 4 3x3 3x4 Ni Plate,Offsets 0(.Y)– [1:E0ge,0-0-121 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 5 **– 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.11 4-5 574 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:27 Va FT=O%F,O%E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SIP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=185/Mechanical,5=185/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks including heels"Member end ftty model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Did(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 00 IN V 0 E IN S N 68182 cc z T F 11J .01 Cy FL Cert. 6634 7 February 18,2015 WARNING-V..),d..Ig. -.I—and READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE WO-7473 02/16/2015 BEFORE USE- and is far aninclividual building component. Design volid far use only with Mirek connectors.This design is based only upon parameters shown Applicability of design parameters and proper i—rporafion of cornponent is responsibility of building designer-not truss designer.Brocing shown is far lateral support of individual web rneber�only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the—all structure is fine responsibility of the building designer F�general guida—regarcling MiTek" falbricatior�.quality control,storage.delivery.erection and bracing.consult ANSVTPII Quaft Criteria.DSS-89 and IICSI Building Coirnpcnent 6904 Parke East BNd. So"Intomation available from Truss Plate Institute,781 N.Lee Street,Suite 31 Z Alexcirodria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty- �Ply , �Srnitlh Residence T6848971 150126 F08 I= I I Job Reference(o TRUSSMART BUILDING COMPONENTS,Midway.GA,31320 Run:7.510 a 14 HIM 1 -1 Iti -.0.13 2015 Pago I ID�xYno[2usrA5HSOlr2nVe-f7kGkF-Euf77ZYLmxawGoLbGijTDCOZZq_kTqEsog8zszjszli D-1-8 H 1 1-1-0 2-6-0 0-11-4 G-11-8 Scale 1:31.1 1.5x4 11 1.5x4 = 3x6 3x4 1.5x4 11 1.5x4 11 3x4 3x3 11 3x3=1.5x4 11 3x4 1.5x4 1 2 3 4 5 6 7 8 9 10 21 11 -------- ----------T--r----------------------F- 9 19 17 16 1 14 13 3x6 3x6 3x4 3x4 3x8 1.5x4 11 3x3 3x4 164-0 11-5-4 Plate Offsets(XY1,— I1:E(k [11770-11-11I.Edoel,[20-0-1-8.0-0-121 LOADING (psf) SPACING- 14-0 CS1. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,73 Vert(I-L) -0.22 15-16 899 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.38 15-16 >533 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.05 12 n1a n/a Weight:98 lb FT=O%F,O%E BCDL 5-0 Code FRC2010/TPI2007 (Maft) LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(fLat) end verficals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19. REACTIONS. (lbisize) 12=598/0-5-8,18=92910-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 3-4�1 887/0,4-5�11 887/0,5-6=-1 887/0,6-7�1 895/0,7-8�11 902/0,8-9�11 504/0,9-1 0�1 504/0 BOTCHORD 17-18=0/1 088,16-17=0/1 887,15-16=0/2127,14-15=0/1 504,13-14=0/1 504,12-13=0/1 127 WEBS 2-18�385/0,2-19--01347,10-12�1247/0,3-18=-1271/0,3-17=0/924,4-17=-282/0,6-15=-303/0,6-16=-433/0, 8-15=0/645,10-13=0/626,9-13--311/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Sem"gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. LOAD CASIE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=11.00,Plate Increase=1.00 %% ' -0 Uniform Loads(ptf) Vert:12-1 9�7,1-11=-67 Concentrated Loads(lb) N 68182 Vert:1=-200 F 11J ..0-0 . %% FL Cert. 6634�� February 18,2015 WARNING-Wft design pararneters and READ NOTES ON THIS AND INCLUDED WTV(IZEFERANCE PAGE AMP7473 rv�0211612015 BEFORE USE. Design volid far use a*with M iTek conre,ctors.This design is based only upon pararneters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web—bers only.Additional temporary bracing to imvre stability during cor�stmction is the responsilbillity of the MiTek' erector.Adclitional perrr�anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPIj Quality Ciffeda.DSB-89 and SCSI Building Cornponent 6904 Parke East Blvd. Safety Infounation available frorn Truss Plate Imfitute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tamps,FL 33610 I— ob Truss rype Qpy Ply 1 ISmkh Residence T6B48972 150126 F09 2 I I Job Reference(optional) Run:7.510 a Jan 20 2014 Print:7.530 a Jul 112014 MiTek Industries,Inc-Wed Feb 18 16:03:14 2015 Page I TRUSSMART BUILDING COMPONENTS,Mid*W,GA.31320 ID:xYrxA2usrA5H50fr2nVe—f7kGkF-i4DLUZzXFwnuxwnpPFimQxkPEKLTw7NgtQh5lzjszh 0-" 1-1-0 2-" 0-114 �0�FMAI I 0-IG-0 H 1 ___I Scale 3,15 3xil. 3x4 3x3 11 3x3 3x4 1 2 3 4 5 6 7 8 9 10 11 a C 21 16 15 14 13 7' 3x6 3)6 3x4 3x4 3x8 3x3 3x6 18-" 3-7-0 1 112 0, 11-5-4 Rate Offsets OL fl:Edne.0-0-1 21,11670-1-8.Eft].1`17,0-". L2 : 1 121,121: 121 E49@1 0-0- -80-0- G- 0-0- LOADING (PSI) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 032 Ved(LL) -0.22 15-16 905 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.37 15-16 �537 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.05 12 n1a n/a Weight:100 lb FT=O%F,O%E BCDL 5.0 Code FRC2010fTlpI2007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2(ftat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc;purlins, except BOTCHORD 2xil.SP No.2(flat) end verticals. WEBS 2xit SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-"oc;bracing, Except 6-0-0 oc bracing:18-19. REACTIONS. (lb/size) 12=59II/D-5-8,18--927M-5-8 Max Grav 12=605(LC 4),18=927(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown. TOP CHORD 3-4=-1878/0,4-5�1878/0,5-6=-1878/0,6-7�1876/0,7-8�188310,8-9=-1484/0,9-10�1484/0 BOTCHORD 17-18=0/1084,16-17--WI878,15-16--0/2112,14-15=0/1484,13-14=0/1484,12-13--0/115O WEBS 2-18=-384/0,2-19=0/346,10-12=-1 262/0,3-18=-I 265/0,3-17=0/917,4-17�280/D,ra-1 5=-307/0,6-16=-427/0, 8-15=0/645,10-13=0/614,9-13=-329/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1_5x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fbdty 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 OF restrained by other means. fill 5)CAUTION,Do not erect truss backwards. 001 N V,�,' % ........ 0 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=I-00,Plate Increase=1.00 Uniform Loads(plf) N 68182 Vert:12-19=-7,1-11=-67 Concentrated Loads(lb) Vert:1�200 441 Z T 0.00 . is, I Jill FL Cert. 6634 February 18,2015 'A WARNING-Verffy design panarneass and READ NOTES ON THIS AMD MCLUDED UFFEK REFERANCE PAGE MP7473 02116a015 BEFORE USF- D sign valid foruse only with MiTel,conrectors.This design is based only upon parameters shown,and is foran individual building component. I designer-not trus,s clesgrier.Bracing shown Alplicability of design parameters and proper incorporation of component is responsibility of build ng i is for lateral support of individual web rnembers only.Additional temporary bracing to insure stability during construction is the responsilbillity of the MiTek' erector. Additional pe—nt bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult Alilstirn,ll Qua*cinefta.OSB-89 and BCSI Buldling Comp�enf 6904 Parke East Blvd. Tampa,Fl.33610 safety intomnation available train Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Job Truss Truss Type City �Ply 1 �Srnkh Residence T6848973 150126 F10 2 Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Mid*ray,GA,31320 Run:7.510 a Jan M 20 14 rri-—3 Jul I 1 2-4 18 16.0-14 2015 Page I ID:xYno[2usrA5H50ir2nVe fzkGkF-i4DLLJZz.XFwnuxwnpPFimQxqnET3TzAANgtQh5lzjszh 0-1-8 H 1 1-1-0 i 2-6-0 -1 1 0-114 fQ�97470,Ag�� Scale 1:30.8 1.5x4 11 1.5x4 = 3x6 3x4 1.5x4 11 1.5x4 3x4 3x3 11 3x3 1.5x4 11 3x4 1.5x4 1 2 3 4 5 6 7 8 9 10 11 ---------------------91----------OT-----------------------7---F- - V- 0 FH 19 17 16 14 13 12 3x6 3x6 3x4 3x4 3x8 1.5x4 11 3x3 3x4 12-10-12 18-2-1 t kr' 11-5-4 5-3-8 Plate Offsets(XY�- [I:Edae.O-O-l2l.fi6-.0-1-8.Edoel.117:0-1-8.Edoei.L20.0-1-8.0-0-i21 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.05 17-18 999 360 MT20 244/190 TCDIL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.10 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FRC2010rrPI20D7 (Matrix) Weight:98 lb FT=O%F,O%E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 64)-0 of;purlins, except BOTCHORD 2x4 SIP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:16-17,15-16. REACTIONS. (lb/size) 18=702/0-5-B,12=11141MechanicaI,15--70010-5-8 Max Uplift 112�27(LC 3) Max Grav 18=702(LC 3),12=173(LC 5),15=720(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 3-4�798/0,4-5�798/0,5-6=-798/0,6-7=0/326,7-8=0/322 BOTCHORD 17-1 8=-311593,16-17=01798,15-16=0/443 WEBS 2-18=-361/0,2-19=0t339,6-15=-827/0,3-18=-730/0,6-16=0/401,3-17=0/322, 8-11 5=-351/0,10-13=-267/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 27 lb uplift at joint 12. 4)"Semi-rigid pitchbreaks including beels"Member end fixity model was used in the analysis and design of this truss. ttl%J1111111111111 5)Recommend 2x6 strDngbacks,on edge,spared at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks QUIN V',��-*'O� to be attached to walls at their outer ends or restrained by other means. .. ........ 6)CAUTION,Do not erect truss backwards. %% 0 E N LOAD CASE(S) Standard N 68182 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-7,11-11�67 Concentrated Loads(lb) Vert:I�200 T F 0 J-1 F FL Cert. 6634 February 18,2015 WARNING-yerloyd..g.,ararnet—-dREAD NOTES ON TIHIS AND INCLUDED WITEX REFERANCE PAGE 00-7473—02116M15 BEFORE USE. Design valid far use only with MiTek conre,ctors.This desi;ln is based only upon pararneters shown,and is far an individual building component. App(icabirdy of design parameters and proper incorporation of cornponent is responsibility of building designer-"i truss designer.Bracing shown is far lateral support of individual web rnernbers only.Additional ternpon�ry bracng to in—stoUility during construction is the responsibillity of the MiTek' erector.Additional perrnment bracing of the overak structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.deWerv.erectioni and bracing.consult ANSI/71`11 Quallity Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd- Saterty Intormallon avaik3ble,trorn Truss,Plate institute.781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job ITnss Truss Type T6848974 150126 F12 Floor 2 I �"'y �Pi (optional) TRUSSMART BUILDING COMPONENTS,Midway,CA 3132D Run:7.510 s Jan 20 2014 Print:7.530 s Jig 11 2014 Mi1ek Industries,Inc.Wed Feb 18 16:03:15 2015 Page I ID:xYno[2usrA5H5Olr2nVe-tzkGkF-AGnjYfabIY2eW5V-N7mxJdU?IeoYCQYWvX9Eeizjszg 0-1-8 H I D-10-12 iO-9-12 0-9-12 Scale=128.5 1.5x4 15x4 3x4 1_5x4 11 1.5x4 11 3x4 3x3 11 3x3 1.5x4 11 3x4 1.5x4 11 1 2 3 4 5 6 7 8 9 10 8 9 16 15 13 12 11 3x6 3x4 3x4 3x8 1.5x4 11 3x3 3x4 16-9-12 5-3-8 Plate Offsets(X.Y)- 1l:Edge.O-O-l2i.fi5:0-1-8.Edoel.[16:0-1-8.Edgel.118.-O-".O-G-121 LOADING (psf]) SPACING- 1-" CS1. IDEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 11.00 TC 0.33 Vert(LL) -0.06 16-17 999 360 MT20 24411190 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TQ -0.14 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 11 n/a n1a BCDL 5.0 Code FRC2010fTP12007 (Matrix) Weight:88 lb FT=O%F,O%E LIJIMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No-3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=376X)-",11=115/Mechanical,14=724/0-5-8 Max Uplift 11�25(11LC 3) Max Grav 17=377(LC 10),11=175(LC 4),14=724(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-832/0,3-4=-83210,4-5=-832/0,5-6=0/320,6-7=01317 BOTCHORD 16-17=01646,15-16=0/832,14-15=0/460 WEBS 2-17=-70810,5-14=-840/0,5-15=0/419,7-14=-349/0,9-12=-265/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girden(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 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 1 O-G-0 oc;and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks tt%111111111111111 to be attached to walls at their outer ends or restrained by other means. 00 IN V 6)CAUTION,Do not erect truss backwards. -------.,'-z ** GENs'-. N 68182 T F 4U Z J. % %% % FL Cert. 6634 February 18,2015 WARNING-Vry d..g. aramet——d READ NOTES ON THIS AND INCLUDED AUTEX REFERANCE PAGE MI-7473 02(16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building comporent. Applicalbility of desgn Parameters and Proper incorporation of componentis responsibility of building cfesigne�-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek enactor-Adclitional pe—anent brocing of the overall structure is the responsibility of the builcling clesig—For gerenal guidance regarcling fabrication.quality control,storage,defwery,erectiorr and bracing.cocisult ANSI/TPI]Quality CHIeda.DSB-89 and Ill Building Component 6904 Parke East Blvd. Safety Intwmation available trorn Truss Plate Institute,781 N.Lee Street.suite 31 Z Alexandria.VA 22314. Tampa,19.3X10 Ply -1h Ras'd�e— �� r Ply Smith Residence Truss Type Job Truss Truss Type Qty T6W975 150126 F13 I I Job Reference(optional) eb 18 16:03:15 2015 Page 1 TRUSSMART BuILDING COMPONENTS,Midway,GA,3132D Run:7.510 a Jan 20 2014 Print:7.530 S Jul 11 2014 MiTek Industries,Inc.wed F ID:xYnol2Lr.rA5H50ir2nVe—tzkGkF-AGnjYfabFY2eW5V—N7mxJdU?KeoOCQXVWXgEeiziszg 2-6-0 1-0-4 0-9-12 W�1 0-9-12 Scale 1:28.6 1.5x4 11 3x4 1.5x4 11 J.5x4 11 3x4 3x3 11 3X3= 1.5X4 11 3X4 1.5x4 3 4 5 6 7 8 9 10 19 3:127 15 3x4 3x4 3x4 3x8 = 1.5x4 11 3x3 3x4 117fkA i 6-9-12 11-6-4 Plate Offsets(X.Yl— I:Edue.04)-121.1`15:0-1-8,Edgel.11&0-1-8,EdgeJ LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase i.00 TC 0.33 Vert(LL) -0.06 16-17 1999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 16-17 >997 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FRC20101TPI2007 (Matrix) Weight:87 b FT=O%F,O%E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc;pudins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=383/0-5-0,11=116/1-4-4,14=724/0-5-8 Max Uplift I I=-24(LC 3) Max Gray 17=384(LC 10),11=176(LC4),14=724(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-84310,3-4=-843/0,4-5=-843/0,5-6--0/331,6-7=01328 BOTCHORD 16-17=0/643,15-16=0/843,14-15=01467 WEBS 2-17=-710/0,5-14=-844/0,2-16=0/253,5-15=0/423,7-14=-35410,9-12=-269/0 NOTES- I)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 11. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss- 4)Recommend 2x6strongbacks,on edge,spaced at 1G-G-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. IN VI��' O�, % 0 E N s N 68182 '4U T F - it\ FL Cert February 18,2015 WARNING.V4ft d..i,. an—et—and READ NOTES ON TM AND mcL.WED WTOC REFERANCE PAGE MP1473 n-.02t1fi12015 BEFORE USE. Design valid tor use only with MiTel,connect—This design is based only upon par-neters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of cornponent is responsibAity of building designer-not truss designer.Bracing shown is far lateral support of individual web rnembers only.Additional tempanCrY bracing to insure stability during construction is the respomilbillity,of the MiTek erect—Additional p—arent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control,storage,delivery,erection and bracing,consult ANSVTPII QUCW Criteria.DSB-89 and ti Itualang Cornponent 6904 Parke East BIW Tarn Safety Inf—ition avaitabie from Tm%Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. TaRw,FL 33610 Job Typo Ply Smith Reside T6848976 150126 F14 TF— 6 Job Reference( 1T'US5 7 1 1 � 0 optional) TRUSSMART BUILDING COMPONENTS,lifficlway,Cdk,31320 Run:7.610 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Feb 1816.03.15 2-015 Page 1 ID:xYno[2usrA5H50ir2nVe—fzkGkF-AGnjYfabIY2eW5V N7mxJdUz5emfCQQWVX9Eelz4szg 0-1-8 H 1 2-6-0 1-44 1-2-12 Scale 1:3&0 1.5x4 11 1.5x4 1.5x4 11 1,5x4 3x3 11 3x6 FP 1.5x4 1.5x4 1 2 3 4 5 6 7 8 9 10 11 19 0 1 - - - 19 18 17 16 15 14 13 12 3x6 3x6 FP 3x8 1.5x4 11-11-17 21-2-8 1'— 9-2-12 _PlalteOffsets(X.Y�— il:Edge.O-O-l2l.f8-O-".Eiall�3.��".Eduel.117:0-1-8.EOgej.[18:0-".Edael.[20:0-1-8.0-0-12] LOADING (psf) SPACING- 1-4-0 CS1. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,47 Vell(LL) -0.09 112-113 >9W 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.19 12-13 >51% 240 BCLL 0.0 Rep Stress Incr YES WEI 0.24 Horz(TL) 0.02 12 Ill n/a BCDL 5.0 Code FRC2010ITP12007 (matrix) Weight:105 lb FT=O%F,0%E_ LUMBER- BRACING- TOPCHORD 2x4 SIP No.2(ft) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOTCHORD 2x4 SP No.2(ft) end verticals. WEBS 2x4 SP NO.3(fiat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 19=407/0-5-8,12=30610-3-8,15=82VO-3-8 Max Grav I 9=418(LC 10),12=336(LC 7),15--824(LC 1) FORCES. (lb)-Max.GompJMax.Ten.-AD forces 250(lb)or less except when shown. TOPCHORD 2-3�1014/0,3-4�1014/0,4-5=-1014/0,5-6--20r",6-7�20/304,7-8=-20/304,8-9=-606/0,9-10=-606/0 BOTCHORD 18-ig=or733,17-18=0/1014,16-17=0/666,15-16=0/BM,14-15=0/606,13-14=01606,12-13=0/540 WEBS 2-19=-804/0,5-15=-869M,2-18=0/310,5-17=0/460,10-12�597/0,8-15=-744/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)AM plates are 3x4 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks including heels"Member end"model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc;and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ttiIIIIIIII111111111 01 E N N 68182 cc z T F .:UJ .0 %%%%% FL Cert. 6634 February 18,2015 A wARN1NG- do-g- .—t——d READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 0211612015 BEFORE USE- Design valid for use only with Wel,connectors.This de,sign is based only upon parameters shown,and is far an individual building component. Applicability of design parameters and proper incorporation of cornp—t is responsibility of building de,signer-not truss designer.Bracing shown is for lateral support of individual web rnembers only.Additional temporary bracing to insure stability during cc�strucfion is the responsilbillity,of the erect—Acclitional pe—nent bracing of the overall structure is the responsibility of the builcling designer.Far general guidance regarding MiTek' fabrication quality control,storage.delivery,erection and bracing,consult AJISi/TP11 Quaftfy Criteria,DSB-89 and BCSI Bulding Component 6904 Parke East BIW� Safety Infonnation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Ten".FL 33610 oty Ply Job— Truss Truss Type , �Snliffi Residence T6848977 150125 F15 Floor 14 I Job Reference(optional) TRUSSMART BUILDING COMPONENTS,Mildway.G&311320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc. Wed Feb 18 16:03:16 2015 Page I ID:xYnot2usrA5H5Olr2nVe fzkGkF-eTL51?bE3sAV7F4AxqHArrOBo25sxsBg8BvoABzjszf 0-1-8 H 1 2-" 0-9-8 1 2-2-0 Scel 123.1 1.5x4 11 1.5x4 3x4 1-5x4 11 3x3 1.5x4 3x4 1.5x4 1 2 3 4 5 6 7 .3 I—el 11 10 9 3x6 3x4 1.5x4 11 3x6 3x4 13-8-8 Plate Oftets(X.Y)- 117Edge.0-0-121.fll:O-1-8.Edoel.fi3:G-".0-0-121 LOADING (psf) SPACING- 1-" CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 11.00 TC 0.28 Vert(LL) -0.08 9-10 1999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BIC 0.52 Vert(TL) -0.12 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Hor-z(TL) 0.02 8 n/a n/a Weight:70 lb FT=O%F,O%E BCDL 5.0 Code FRC2010rrPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SIP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-M cc puffins, except BOTCHORD 2x4 SP No.2(ft) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IbIsize) 12=4921G-5-8,8=4WO-3-0 FORCES. (Iti)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3�1356/0.3-4�1356/0,4-5---134510,5-6�1345/0 BOTCHORD 11-12=0/894,10-11=0/1356,9-10=0/1356,8-9=0/876 WEBS 6-8�968/0,2-12=-980/0,6-9=0/519,2-11=0/521 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Ivil,111111111111111, ..v 4 Jlj� 0# 0 N 68182 cc z T F LIJ J- % FL Cert. 6634 February 18,2015 A WAmING Vdoy d..,. .—ters—d READ NOTES ON TM AND INCLUDED AffrEK REFERANCE PAGE MI-7473 re,02/16/2015 BEFORE USE. Design valid far me only with MiTel,connectors.This design is based only upon parameters shown,and is far an individual building component. Applicablilly of design paramete,rs and proper incorporation of compo�errt is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additiancil temporary lbrac�ing to Insure stability during construction is the responsibillity,of the MiTek' ere�tcr.Additional permanent bracing of the overall structure is the responsibility of the building designer For ger—ral guidance regarding 6904 fabrication.quality control,storage,delivery,ere�tion and bracing,consult ANSt/11`11 Quaft Criteria.DSB-89 and BCSI Building Component !Parke East BWd. Safety Intonrriation avaiiable from Truss Plate Institute,781 N.Lee Street,Suite 31Z Alexandria,VA 22314. Tampa,FL 33810 dh Resden�-e � ��rr r Job Truss Truss Type Oty ply Smith Residence T6848978 �15.0126 F 6 Job Reference(optic _�b TRUSSMART BUILDING COMPONENTS,Nidway.GA,3132D Run:7.510 s Jan 20 2014 Print:7.530 a Jul 11 ZU14 Pill I eK IMURnes,InC. wed Feb 10 10:-10 Zu 10YU I ID:xYno[2usrA5H50ir2nVe-f7kGkF-eTL51?bE3sAV7F4AxqHArrG4e2l Gxsvg8BvoABzjszf 0-1-8 H 1 1-1-0 1-2-12 0-9-10 i 0-8-0 i 0-9-10 Scale=1:22 7 1.5x4 11 1.5x4 3x6 3x4 3x3 11 3x3 1.5xit 11 3x4 1.6x4 11 3 4 3x4 5 6 7 8 9 8 9 9 17 15 14 13 12 11 3x6 3x6 1.5x4 1.5x4 3x8 1.5xil 11 3X3 3x4 0:274 641-12 5-3-4 Plate Offsets(XY1,- [I:Edae.O-O-l2l.f3-0-1-8,Edgq].L4:G-".Edoei.[i870-1-8.0-0-121 LOADING (psf) SPACING- 1-4-0 CS1. DEFL in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.74 Vert(LL) -0.13 13-14 999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.19 13-14 >745 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(rL) 0.02 10 n/a n/a BCDL 5.0 Code FRC20l0/TPI2007 (matrix) Weight:76 lb FT z:G%F,O%E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17. REACTIONS. (lb/size) 16=758/0-5-8,10=411/0-3-8 Max Grav 16=758(LC 1),1 0=431(LC 4) FORCES. (lb)-Max.Comp_/Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 17-18=-252/0,1-18=252/0,2-3=0/286,3-4=-829/0,4-5=-1 104/0,5-6�1 113/0,6-7�9011/0,7-8=-901/0 BOTCHORD 16-17�286/0,15-16=0/829,14-15--01829,13-14=0/829,12-13=0/901,11-12=0/901,10-11=0/747 WEBS 2-16�359/0,5-13--267/0,2-17=0/404,4-13--0/426,3-16�1044M,8-10=-82610.6-13=0/366,8-11=0/332 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(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. LOAD CASE(S) Standard out ..V 1)Dead+Floor Live(balanced):Lumber lncrease=1.00,Plate lncrease=1.00 0 Uniform Loads(plf) E Vert:10-117�7,1-9=-67 Concentrated Loads(lb) N 68182 Vert:1�200 cc z T 411 Z '0 - 1111110 FL Cert. 6634 February 18,2015 WAPNING-Verily design p—rrieters and READ NOTES ON TONS AND giNCLUDED WTEK REFERANCE PAGE 11110-7473 r—02116W15 BEFORE USE Design valid far use only with Mi Tek conre,ctm.This desgn is based only upon parameters shown,and is far an inclividual building component. Applicabiftiy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Broong shown is far lateral support of individual web members only.Additional temporary bracing to nsure stability during construction is the responstibillity,of the MiTek' erector.Aclditior�al permanent bracing of the overall structure is the responsibility of the building desig—For general guidance regarding 6904 fabrication,cruality control,storage,delivery,erection and bracing,consult ANSVMI Quaft Criteria.DSB-89 and 6CSI juilding Cornponeni !Parke East Blvd. Salelly Intorinallon available from Trus�Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. —i,...pa,FL 33610 P Smith Raade:�Z.. Truss T Smith Residence Job City ply T6848979 Truss Truss Type 150126 F18 Floor Supported Gable Job Reference(optional) TRUSSMART BUILDING COMPONENTS.Midway,GA,3132D Run:7.510 s Jan 20 2014 Print:7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16:03:16 2015 Page 1 ID:xYno[2usrA5H50ir2nVe-f7kGkF-eTL51?bE3sAV7F4AxqHArrOEr2DdxwwgBBvoABzjszf 0" 0" Scale=1:13.0 1 2 3 4 5 6 7 14 — 15 9 13 12 11 10 9 8 3x4 3x3 7— Plate 0 ts 1:E n-n-121 Fit-n-"A F21— 7-0-0 LOADING (psO SPACING- 2-0-0 CS1. IDEFL. in (loc) I/defi L/d PLATES GPJP TCILL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a Weight:34 lb FT=O%F,O%E BCDL 5.0 Code FRC2010fTP12007 (Mabix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-0-0. (lb)- MaxGrav All reactions 250 lb or less at joint(s)13,8,12,11,10,9 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x4 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. ,%%%,i`�OL01.,q. V..'k-' N 68182 -'0 t z T % FL Cert. 663 February 18,2015 WARNjNG V.Ky d..g. and READ NOTES ON TM AND MCLUDED AUTEK REFERANCE PAGE Wi-7473 02/lill BEFORE LISE. Design valid far use only with Mirel,coriniectors.This design m based my upm poranneter�showr�,and is far an individual building component. Applicability of design parameters and proper iricorporation of corriporent is riesponsibility of building designier-not truss designer.Bracing shown is for lateral support of individual web merribers ony.Additional temporary bracing to insure stability during cmstpuction is the responsibility of the MiTek' er ctor.Additional perrriane�nt bracing of the overall str�iuire,is the responsibility of the buildng ciesig—Far gere,ral guidance regarcling 1 6904 Parke East BNd. to SVTMI Quality Cdteda,DSB-89 and ICSI Building Component brication,quality cmtrol,storage.delivery,erection and bracing.corisult AN Safety Information c,ailable,trorri Truss,Pade Institute,781 N.Lea Str�at,Suite 312.Alexandria.VA 22314. Tampa,FIL 33610 _y]�- P Srnkh Residenc�e Job— Truss Truss�Type City T6848980 �1550126 F19 3 1 J� .far.. R i (optional) TgjKqSMART BLILDING COMPONENTS,Midway,GA.31320 Run:7.510 a Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Feb 18 16:03:17 2015 Page 1 ID:xYno[2usrA5H50ir2nVe–fzkGkF-6fvTzLcsclAIMIPeMVYoPO2ZM2RV�L-gMxpNreLidzjsze 2-" 1-4-8 0" Scale 1 13.0 1.5x4 3x4 1_5x4 2 3 3x4 4 9 1.5x4 9 8 7 6 1.5x4 1.5x4 3x6 3x4 7- 74)-0 Plate Offsets(X.Y)– WEdne.0-0-11211,12-0-VII.Edgej.P:0-",Edge1,19-0-1-8.0-0-121 LOADING (psf) SPACING- 14-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0�03 5-6 -999 360 MT20 244/190 TCDL 10.0 Lumber Increase 100 BC 0.21 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr Yis WB 0.11 Horz(TL) 0.00 5 n/a n/a Weight:37 lb FT=O%F,O%E BCDL 5.0 Code FRC2010rFPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOTCHORD 2x4 SP No.2(flat) end verlicals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=246/04-8,8=250/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3�365/0 BOTCHORD 7-8=0/365,6-7=0/365,5-6=0/365 WEBS 3-5�396/0,2-8=-402/0 NOTES- 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. N E N N 68182 T F .0 J. C' 44fi %%% FL Cert. 6634:�:] February 18,2015 WARNING Vefffy design pan�nehand READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE Afti-7473 re,0211612015 BEFORE USE. De,sign valid for use only with MiTek ccetnectors.This design is based only upon parameters shown,and is far an individual building cornponent. Applicability of design parameters and proper incorporation of ccnnponent is responsibigity of building desig—-not truss designer.Bracing shown is for lateral support of individual web rnernbers ont,/.Additional temporary bracing to insure stability during conmtructionis the respomibillity of the MiTek* erector.Additional pe—onent bracing of the overall structure is the responsibility of the builcling designer.For gene,ral guidance regarding fabrication,quality control.storage,clefrry.erection,and bracing.consult ANSI/TPII QLKoy Criteria,DSB-89 and BCS1 Sulding Canlpon�t 6904 Parke East BIW. Safety Infrrnafion available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tamps,FL 33610 ,a. -ilh�R-,de ('ty Ply Truss —�f�ype ��Job ef. Job— Truss Truss Type Qly Ply Smith Residence T6848981 I�Wso 12.6 F21 Flo" — 2 1 ob Reference(�Optiorlal) Feb 18 16:03:17 2015 Pagel TRUSSMART BLAU)ING CON11IRDISIENTS. aye G&31320 Run:7.510 a Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc. ID:xYnol2usrA5H50ir2nVe-f7kGkF-6fvTzLcsqAIMIPemvyoPO2ZKORUpgLppNreLidzjsze 2-" 1-4-8 1-1-12 0" Scale 1:15.5 1.5x4 11 3x4 1.5x4 11 1 2 3 3x4 12 4 3x6 5 it l.5x4 t 10 9 8 1.5x4 15x4 3x4 3x6 FLin-A 6-10-8 1 14-12 Plate Offsets(XY�- Fl:Edge.0-0-121,(2-0-1-8,Edgei.[370-1-8.EdgeLfil:G-1-8.0-0-121 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC OA2 Vert(LL) -0.04 9-10 999 360 MT20 244/190 TCDL 10.0 Lumberincrease 1.00 BC 0.35 Vert(TL) -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 7 n/a n/a Weight:46 lb FT=O%F,O%F BCDL 5.0 Code FRC2010rTPI2007 (Matrix) LLIMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SIR No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=597/0-5-8,1 0=201/Mechanical Max Grav 7=597(LC 1),1 0=236(LC 3) FORCES. Qb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown. TOPCHORD 2-3--324136,3-12=01279,4-12=0/279 BOTCHORD 9-10�36/324,8-9=-IW24,7-8=-361324,6-7�279/0 WEBS 4-7�378/0,2-1 0=,W/39,3-7=-52010,4-6=0/385 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigidl pitchbreaks including heele Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 104)-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. %%%%, 6.01 ..V LOAD CASE(S) Standard 0 ...4 1)Deadl+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1 00 %GENS Uniform Loads(pit) 10 Vert:&10�7,1-5�67 N 68182 % - Concentrated Loads(lb) Vert:5�200 T 0. 00 . $'% % FL Cert. 6634 February 18,2015 WARWNG-WLft d-ig.pan—tens and READ NOTES ON TFUS AND INCLUDED AMITEK REFERANCE PAGE MI-7473 n-.02H612015 BEFORE USE. shown "Y of the g S I Design valid foruse only with MiTel,ccctnector�.This design is based only upon porarneters shown,and is fcran individual building cornponent. Applicability of design Parameters and proper incorporation of corriponent is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web mernbers mly.Additional temporary bracing to insure stability cluming constructionis the responsilbillity of the c MiTek' er-tor.Adclitional perrr�anent bracing of the o�erall structure is the responsbiatty of the building clesigner.For general guida'7'nce 7regarding AKSVTrIj Quagily Crilleda,DSB-89 and IICSI guiding Carnponent 6904 Parke East BNd fabrication quality control.storage,delivery,erection and bracing.con�uft Safety Int—olion available frorri Truss Plate institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Taffn)a,FIL 33610 T�ype �� 7-dh Residence T: 1 J� r Job __TS ype City Ply Smith Residence Truss Truss T T6848982 150126 F22 Floor 2 Job Reference(optional) 1,18 16:03:17 2015 Pagel TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 miTek Industries.Inc.wed Ve ID:xYnol2usrA5H50lr2nVe-f7kGkF-6fvTzLcsqAIMIPeMVYoPO2ZHiRR7glKpNreLidzjsze 2-6-0 14-8 2-5-12 1 "- Scale 1 17 9 1.5x4 11 3x4 1.5x4 11 1 2 3 3x4 12 4 3x6 5 11 E 15x4 3x6 10 9 8 1.5x4 1.5x4 3x4 3)(6 &1n_9 6-10-8 Plate (X.Y)- [17Edge-0411,421.1270-1-8,Ed jM.L3:0-1-8,EdgpJ.[11:0-1-8.0-0-121 LOADING (psf) SPACING- 14-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase I.00 TC 0.59 Vert(LL) -0.06 9-10 999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.08 9-10 >978 240 BCLL 0,0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.00 7 n/a n/a Weight:52 lb FT=O%F,O%E BCDL 5.0 Code FRC2010/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, exoept BOTCHORD 2x4 SIP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ibisize) 7=763/0-5-8,10=133/Merhanical Max Uplift 1 0=-48(LC 4) Max Grav 7=763(LC 1),10=217(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-AJI forces 250(lb)or less except when shown. TOPCHORD 6-11�280/0,5-11=-280/0,2-3=-272t227,3-12=0/643,4-12=0/643 BOTCHORD 9-110�227/272,8-9�227/272,7-8�227/272,6-7=-643/0 WEBS 4-7=-469/0,2-1 O�2991250.3-7�719/0,4-6=0r719 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb uplift at joint 10. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0-131 X 3")nails. Strongbacks 'ttillill I I fill,, to be attached to walls at their outer ends or restrained by other means. 00 1 N v,,t,, % ........ .4'�� 6)CAUTION,Do not erect truss backwards. GENS*-. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate lncrease=1.00 N 68182 Uniform Loads(ptf) Vert:6-10�7,11-5=67 Concentrated Loads(lb) Vert:5�200 F T .0 I't % FL Cert. 6634 February 18,2015 WARNING.vffy d..g. &—h—and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AW7473 rev 02ttfi/2015 BEFORE USE Design valid far use only with Mirek connectors.This design m bc:sed only upon Parameters shown,and is for an individual building component. Applicability of ckesign parameters and proper incorporation of cornponent is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to i—stability during construction is the responsibillifY of the MiTek' _eCtor.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erectim and bracing.consuff ANSI/TPII Quality,Critedo.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely InformaKon available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 __1 ---T.7- pe ith R T-- Job Truss Truss Type oty, ply Smith Residence T6848983 Job Refer 150M F23 Floor _____]��ence(optional) TRUSSMART BUILDING COMPONENTS,Midwft,CA 31320 Run:7.510 a Jan 20 2014 Print:7.530 s Jul 112014 M!I eK inaustnes.inc.wed ran 18 16:03.17 2015 Pa 1 ID:xYnol2usrA5H50ir2nVe-fzkGkF-6fvTzLcsqAlMiPeMVYoPO2ZGdRRKglkpNreLid7jsze 2-64) 1-4-8 2-9-0 — 1" Scale 1 18 3 1.5x4 3x4l 1.5x4 2 3 3x4 12 4 3x6 5 E 1.5x4 9 10 9 8 6 1.5x4 11 1.5x4 3x6 3x4 3x6 FLin-q 10-" 6-10-8 1141 3-0-0 Plate Offsets(XY�- tl:Edqe.0-0-121.12:0-i-8,EcApj.13:0-1-8.Edoel.fll-0-1-8.0-0-121 LOADING (psf) SPACING- 1-4-0 CSL DEFL. in (loc) Ildef! L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TG 0.66 Vert(LL) -0.06 9-10 �999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.09 9-10 >895 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) -0.00 7 n/a n/a Weight:53 lb FT=O%F,O%E BCDL 5.0 Code FRC2010rrPI2007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid reiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=798/0-5-8,10=117/Mechanical Max Uplift 1 0�64(1-C 4) Max Grav 7=798(LC 1),10=213(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 6-1 1=-287/0,5-1 1=-287/0,2-3=-260/273,3-12=Gt726,4-12=01726 BOTCHORD 9-110�273/260,8-9�273/260,7-8�273/260,153-7�726/0 WEBS 4-7=-489/0,2-10�286/300,3-7�76210,4-6=0[799 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)Of truss to bearing plate capable of withstanding 64 lb uplift at joint 10. 4)"Semi-dgid 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 1 O-G-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks 1'r to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l.GO,Plate Increase=1.00 N 68182 Uniform Loads(plf) Vert:6-10=7,1-5=-67 Concentrated Loads(1b) Vert:5�200 T % 0%% FL Cert. 6634 February 18,2015 WARNING Va.),d..,. .—fara and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 0211612015 BEFORE USE. Design valid far use only with M iTek coctrectors.This design is based only upon panam eters shown.a nd is far an Individual building component. Applicability of design parameters and proper incorporation of cornpocent is responsibility of building designer-not truss designer.Bracing shown .far lateral support of indwidual web rnernbers only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* enactor.Ackfitional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding labrication,quality control,storage,clelivery,erection anod bracing,consult ANSI/TPII Qualily Criferia,DS949 and Ill fluilding Compme,nil 69G4 Parke East BNd. Sak4y Intonnallon available from Truss,"e Insiti"e,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 th R 'de— T ren Sm' Ply 7E-f:.= Job Truss Truss Type Qty Ply Smith Rwidence T6848984 S 150M F24 Floor Supported Gable 1 1 Job Reierence(optional) TRIJSSSISSS�,MART Bull COMPONENTS,Mid",C�&31320 Run 7.510S Jan202014Prin1:7.530SJLA 11 2014mi7ekindustnes,Inc.wea Feb 18 16:03 18 2015 Page 1 ID:xYnol2usrA5H50ir2nVe-f7kGkF-arTrAhcUbTQDNZDZ2FJewG6aWrvJPqSzbVOuE4zjszd 1 2 Scale 1 9 3 10 9 9 8 7 6 5 3x3 3x3 ,x-in- 3-10-8 Plate offsets(X,Y)- [1�Eoge.0-0-121,L9'0-1-8.0-0-121,110:0-".0-0-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC O�07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vel n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a Weight:20 th FT=D%F,O%E BCDL 5.0 Code FRC2010rTP12007 (matrix) LUMBER- BRACING- TOPCHORD 20 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-8 oc pudins, BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 20 SP No.3(flat) BOTCHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. AD bearings 3-10-8. (lb)- Max Grav All reactions 250 111 or less at joint(s)8,5,7,6 FORCES. (lb)-Max.Coml Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x4 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. % ..V 1 41,00'. GE N 68182 F T .- 0 %%%% % FL Cert. 6634 February 18,2015 %% N % 11�GO WARNING-Venfy dewgn p�ftrs and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE WI-7473 02H612015 BEFORE USE Design valid far me any with Mifel,con—tors-This design ts based only upon per�efers shown,and is for an individual building component. Applicability at design parameters and proper incorporation of cornpone,nt is responsibility of building desig—-not truss designer.Bracing shown 6 far lateral support of indl web rne,mbers only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' _e`Ctor.Additional pe�nanent bracing of the overall structure is the responsibility of the building desig—For ger,eral guidance regarding ion and bracing,consult ANSI/TPII Quall Cdteda.OSB-89 and&CSI Building CaMPOn-Vt 6904 Parke East BIW. fabrication,quality control,storage.delivery,wect Tampa salety Intl available,trorn Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FIL 33610 Sm Ply llhR—e— Q'y Job Truss Truss Type Qpy Ply Smith Residence 2 l fg�'�'.ohrr." ob Refer, ce(optional) 71 TRUSSMAffr BUILDING COMPONENTS,Midway,GA,311320 Rum 7.510 s Jan 2D2014 Print:7.530SJLA 11 ZU14 IVn1eK Indumnes,Inc. Wed FeD 10 IUM-0—I 1.W, ID:xYno42LjsrA5H50ir2nVe—f7kGkF-arTrAhcUbTQDNZDZ2FJewG6YzruhPqJzbVOuE4zjszd 2-6-0 I 1.5x4 11 2 3x4 3 1.5x4 11 Scale 1:9.3 9 q 5 3x3 3x4 q.ln-R NA n-g-ri PWe Offsets fOXC-Y)-- WE .0-0-121 LOADING (pso SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TG 0.24 Vert(LL) 0.00 5 .... 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.12 VertM) -0.03 4-5 �999 240 BCLL 0.0 Rep Stress Incr YES WI3 0-04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:21 Ib FT=O%F,O%E LIJMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-8 oc purfins, BOTCHORD 2x4 SP No.2(fiat) except end verticals. WEBS 2x4 SP No.3(fiat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Iti/size) 4=137/0-3-8,5--137/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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 104)-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. tt,11111111111111 % I N V N 68182 T F .-0 0 % FL Cert. 6634 February 18,2015 A WARNNG Verify d..g.P._t_ W READVOTES ON TM AND MCLUDED WTEK REFERAWE PAGE ML17473-10211612015 BEFORE USE. Design valid far use only with Mirelk—nectors.This design is based only upon pcirometers shown,and is far an individual building comp—ent. pa aik>n of compc�nt is responsibility of building designer-not truss designer.Bracing shown A icability of design parameters and proper incorporr i is for lateral support of individual web members ot�ly.Aciclit�il temporary bracing to insure stability during construction is the responsilailility of the MiTek erector. Additional permanent bracng of the�erall structure is the respor�rsiibility of the building designec For general guidance regardiing folaricatior,,quality control,storoge.delivery.erection ancl bracing.co�sult ANSVTPI1 Quality Criteria.DSB-89 and Ill Building Component 6904 Parke East Blvd. Safety Infoirnation available from Trurs Plate Imstitute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Smith Residen—ce P 77'y F 150126 F26 Flow 12 ",R� . ....... lob Reference(optional) 7-1 TRUSSMART BUILDI COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 ZU14 Mi I eK IMUS(nes,1"G.Wea ran 18 16:03.15—M P-P I ID:xYno[2usrA5H50ir2nVe-fzkGkF-arTrAhcUbTQDNZDZ2FJewG6WrlqPkLzbVOuE4zjszd 2-" Scale 1:28.5 1.5x4 11 3x4 1.5x4 11 3x4 10 1.5x4 11 3x4 1.5x4 1 2 3 4 5 6 7 8 14 13 12 11 10 9 3x4 3x6 1.5x4 11 1.5x4 3x6 3x4 1641-8 16-8-8 Plate OffretsMY)- fl:EM-0-0-121.14:0-".EdwA.15:0-1-8.Ed-QeI LOADING (psf) SPACING- 14-0 CS1. DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase i.00 TC 0.38 Vert(LL) -0A9 '12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.2911-12 >676 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(rL) 0.05 9 n/a n1a BCDL 5.0 Code FRC2010rFP12007 (Matrix) Weight:82 lb FT=O%F,O%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (th/size) 9=608/Mechanical,14--608/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3�2107/0,3-4=2107/0,4-5---2420/0,5-6--2107/0,6-7�21107/0 BOTCHORD 13-14=011 287,12-13=0/2420,11-12=0/2420,10-11=0/2420,9-1 0=0/1 287 WEBS 7-91�1390/0,2-14--1390/0,7-1 0=0/885,2-13--0/885,5-1 0=-497/0,4-13=-497/0 NOTES- 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 heele Member end fixity model was used in the analysis and design of this truss- 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbarks to be attached to walls at their outer ends or restrained by other means. ttt,11111118111 GO N..V 0 E 10 N 68182 T F J. N k 1111111 11 FL Cert. 6634 February 1872015 A WARNWG-Verffy design paraineters end READ NOTES ON TIRS AND INCLUDED WTEK REFERANCE PAGE ANI-7473 OVIS12015 BEFORE USE. Design vold for me only with MiTek connectors.This design is bc�secl only upon par-orneters shown,and is far an inclividual building component. Applicability of design pararneters and proper incorporation of cornponent is iesponsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web rnernbers only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek' erector.Adc"onal perrr�anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.cipatity,control,storage.delivery,erection and bracing,c—uit ANSI/Ti'll Quality Cyffeda,DSB-89 and Bcst buiding Component 6904 Parke East Blvd. So"Infomnallon available frorn,Truss Plate institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 -1h Residence Job Truss Truss Type Qty` Ply Smith Residence T6848987 150125 F27 Floor 2 1 Anh Reference(optional) TRUSSMART BUILDING COMPONEWFS,1111KNAlly.GA,3132D Run:7.510 S Jan 20 2014 Print:7.5W a Jul 11 2014 mi I ek inausines,Inc.wed feD its lb:uj:10 20 1 a—9. ID:xYno[2usrA5H50ir2nVe f7kGkF-arTrAhcUbTODNZDZ2FJewG6WrlqPkLzbVOuE4zjszd 2:fi:Q 0-1 Scale 1 28.5 1.5x4 11 U4 1.5x4 11 3x4 3x4 1.6x4 11 3x4 1.5x4 1 2 3 4 5 6 7 8 1 13 12 11 10 3x4 3x6 1.5x4 11 1.5x4 11 3x6 3x4 16-9- 16-8-8 Plate (X.Y)- [1:Edue.0-0-121.L4-.O-",Edoel-15:0-".EdGeI LOADING (psf) SPACING- 1-" CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Piates Increase 11.00 TC 0.38 Vert(LL) -0.19 12 999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.29 11-12 >676 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) &05 9 n/a n/a Weight:82 Ib FT=O%F,O%E BCDL 5.0 Code FRC2010rrP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.2(fiat) end vertirals. WEBS 2x4 SP No.3(fiat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (11hisize) 9=60811-",114=6W11-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-AD forces 250(lb)or less except when shown. TOPCHORD 2-3�2107/0,3-4�21107/0,4-5=-2420/0,5-6�21107/0,6-7�21107/0 BOTCHORD 13-14--011287,12-13=012420,11-12=0/2420,10-1 1=012420,9-10=0/1287 WEBS 7-9�1 39010,2-14�11 390/0,7-10--0/885,2-13=0/885.5-1 0=-49710,4-13=-497/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)'Sem"gid 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 110-0-0 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. It,11111111111111 ..v AE�'/4 4�' dO '0 N 68182 cc T F 4� '0� 6, % 0*#, % FL Cert. 6634 February 18,2015 A WARNNG V.&d..g.P_,_and READ NOTES ON TM AND jNCLUDED WTEK REFERANCE PAGE AW7473 0211612015 BEFORE USE. Design valid far use only with Mirelk connecters.This design is based ontV upon parameters shown,and is far an nalividual building component. Applicability of design parameters and proper incorporation of cornporent is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web rnembers only.Additional temporary bracing to insure stability during construction is the responsilbillify of the MiTek' erector. Additional pernnanent bracing of the overall structure is the responsibility of the building desig—For general guidance regarding 4 fabrication quaity control.storage.delivery.erecticin and bracing.consult ANSI/TPII Qualffy criteria.DSB-89 and 6CSI Bullkling Cornp—t 6904 Parke East BIW. Safety Information available frcnn Truss Pkde Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. rnpa,FL 33610 T-;- y Smith Residemce 7t -----------------FT—ruiss Type 21.ob Reference(9?ti-nal) City y Smith Residence FJOb Truss 150126 FT01 Flo"Gir der I TRUSSMART BUILDING COMPONENTS,Midway.GA.3132D Run:7.510 a Jan 20 2014 Print:7.530 S Jul I ZU 14 M1 I M 1—Deb,It r eu 18 16-1 ID:xYnol2usrA5H50ir2nVe-fzkGkF-221 E01 d6M nY4?I olczqtTFeh3F4y8CZ6q97SnW4szc 2-7-0 Scale 1 23.1 THA422 Special Special THA422 J.5x4 11 THA422 3x4 THA422 Special 1-5x4 Special 3x4 THA422 1.5x4 1 11 2 12 3 3x4 13 4 14 5 15 6 F1 9 L_j k—-—-—-— -—- 9 8 7 3x4 3x4 3x8 3x4 1 3-" LOADING (psf) SPACING- 1�0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -013 8-9 >9N 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Ved(TL) -0.19 " >858 240 BCLL 0.0 Rep Stress Incr WB 0.36 Horz(TL) 0.04 7 n/a n/a Weight:130 lb FT=0% BCDL 5.0 Code FRC20I0fTPI2 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-8-5 oc purfins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IbIsize) 7=132210-1-12,10--1347/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-4278/0,3-12=-4278/0,3-113�4246/0,4-13=-4246/0,4-14=-4246/0,5-14=-4246/0 BOTCHORD 9-1 0=0/2920,8-9=0/4278,7-8=0/2878 WEBS 5-7�2972/0,2-10=-3015/0,5-8=0/1471,2-9=0/1460,4-8=-520/52,3-9=-528/0 NOTES- 1)2-plytrussto be connected togetherwith 10d(0.131"xX)nails as follows Top chords connected as follows:2x4-1 row at 0-0-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,10. 11tJ1111111111111 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. %%%% 00 1 N 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 % ........ GENs*-. ;,- to be attached to walls at their outer ends or restrained by other means. x 7)Use Simpson Strong-Tie THA422(6-16d Girder,6-1 Od Truss)or equivalent spaced at 6-8-0 oc max.starting at 1-5-12 from the left end to 12-1-12 to connect truss(es)to front face of top chord. : N 68182 8)Fill all nail holes where hanger is in contact with lumber. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)173 lb down and 93 lb up at 5-5-12,169 Ib down and 109 lb up at 6-9-12,and 169 lb down and 109 lb up at 8-1-12,and 173 lb down and 93 Ib up at 0-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. -�3 T LOAD CASE(S) Standard 1)Dead,Floor Live(balanced):Lumber Increase=1,00,Plate lnrrease=1.00 0 Uniform Loads(plf) Vert:7-10=-7,1-6=-67 Concentrated Loads(lb) Vert:5=-192(F)2=-205(F)4=-169(F)3=-1 73(F)11=-205(F)12=-192(F)13=-1 69(F)14=-173(F)15=-205(F) FL Cert. 663477] February 18,2015 Nq-)DUIP4 F N I WAMNG.Vfyd..ig.,__t._dREADvoTEs ON TM ANDNIcLUDEDM[TEX REFERANCE PAGE MI-7473 02116(2015 BEFORE USE. Designvaliciforuseon with MiTek conne,ct—This design is based only upon pararneters show,n,and is foran inclividual building component, . ly ss designer.Bracing shown Applicabilily of design pramet—and proper incorporation of cornponent is responsibility of building designer-not tru is far lateral Additional temporary bracrg to insure stabiJity during construction is the responsibility of the support of individual web rnen�bers only. MiTek* erectm Additional perrnanent bracing of the overall st—ture is the responsibility of the builcling clesigner,For general guidance regardiing ��l fabrication,quality control,storage,delivery,ereation and bracing,consull ANSI/Trill Qualify Criteria.DSB-89 and sCS1 Bunding Camponent 6904 Parke East Blvd. T Sallety 1nfoK*l*n available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 -7- - Sm r.loob��Tnu.s,s ITruss Type Qty Ply �-ith Re—s!den—ce PBOBA GABLE I . 150126 1.1,PaWence(optional) 71 TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.5n S Jul 11 ZU14 Mi I eK Indumnes,Inc. wed FeD 10 Mu— ID:xYnoi2usrA5H50ir2nVe-fzkGkF-XEarbNek75gxctNxAgL6?hBwhfb5tk6G3pt?Jy2iszb 3-84 7-5-0 Scale 1 19,0 4x4 3 9.00 FIT 2 F1 4 5 Ll go 1-.�_-- 6 2x4- 1.5x4 11 2x4 P_a_n 7-5-0 6-1-0 0-" LOADING (psf) SPACING- 14-0 CSI. DEFIL. in Qoc) Ildell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(UL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TQ n1a n/a 999 L/9d PLATES C 99 MT20 2 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a Weight 26 lb FT=O% BCDL 10.0 Code FRC2010fTPl2007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers a:nd required cross bracing that ctio ;uss e,a be insta7lFled during truss erection,in accordance with Stabilizer �T [installation guide. REACTIONS. All bearings 7-5-11. (lb)- Max Horz 1=-51(LC 8) MaxUplift AJI uplift 100 lb or less atont(s)5,2,4,6 except 1�1 14(LC 15) Max Grav All reactions 250 lb or less at joint(s)1,5,2,4,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf;BCDL=3-Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11'Exp C End.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)zone.cantilever left and right exposed;end vertical left exposed C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ry 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Indust Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 01111111 111111t,,, 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 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 %% 0 E N S 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 lb uplift at joint(s)5,2,4,6 except N q-)I t85 11 P8 2Z Ot=lb)I=1 14. .* S 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. It qualified building 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consu designer. F T .-0 �N A FL Cert. 6634 February 18,2015 A WARNING.v_ly d.,W. and RM NOTES ON TM AM INCLUDED UrrEiC REFERAME PAGE WI-7473 02(16/2015 BEFORE USE. Design valid far use only with MiTelk connectors.This design is based only upon pairometers shown,and is far an individual building component. Applicability of design parameters and proper incorporation of ccmpone�nt is responsibility of building designer-not truss designer.Bracing shown N1, is for lateral suppoit of indiviclual web members only.Additicoal temporary bracing to insure stability during construction is the re�pomilbilfity of the MiTek' erector.AddtionOl permanent bracing of the overall structure is the responsibility of the building clesig—For general guidance regarding fabrication quality control,storage.delivery,erection a�nd bracing,consult ANSI/TPjj Quallity Criteria,DSB-89 and 9CSI Building Cornpan"t 6904 Parke East Blvd. Safety Infomalion availabie from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 3WI0 Job Truss, Truss Type —7—� Smith Residence Qty Ply P99yback 6 P 150125 PBOBB I I Inh Reference(ooional) 71 TRussmART BUILDING COMPONENTS.Midway,GA,3132D Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 ZU14 me I eK InOUSTIM,Inc.wed I-el)10 1 —W I ID,xYnoi2usrA5H50ir2nVe-fzkGkF-XEacbNek75gxciNxAgL6?hBwUabtk?G3pt?Jy4szb 4-2-5 P-A-11 4-2-5 4-2-5 Scale 1 20.6 4x4 3 9.00 r1_2 9 C� 4 5 2 1 :4 6 2x4 1.5x4 11 2x4 7-P-1 I 7-0-11 LOADING (psf) SPACING- 1-4-0 CSI. DEFL in (loc) Vdefl Led PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.01 5 n/r 120 BCLL 0.0 Rep Stress Incr YES VVB 0.03 Horz(TL) 0.00 4 n/a n/a Weight:30 lb FT=0% BCDL 10.0 Code FRC20101TPI2007 (Matnx) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek:recoommendsLthat Stabilizers and required cross bracing as be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 2=130[7-0-11,4=l3Or7-0-11,6=20317-0-11 Max Horz 2=58(LC 8) Max Uplift 2=-43(LC 10),4=-43(LC 10),6=-19(LC 10) FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanred roof live loads have been Considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf,BCDL=3.Opsf,h=25ft,B=45ft,L=24ft,eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed endverticalleft exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.66 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 20.0psf 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. ..%% 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4,6. % 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. % 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building E N S designer. N 68182 T F 41J Z FL Cert. 6634 February 18,2015 WARNING-Vrdy deeg.p--t—and RSW NOTES ON TM AND INCLUDED Alle REFERANCE PAGE MP7473 02V161201S BEFORE USE. Design valid for use only with Mifel,connectons.This design is based only upon par—ters shown,and is for an individual building comporeent. Applicability of design parameters and proper incorporation of c""Ponent is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web rnernbers only.Additional temporary bracing to insure stability during construction is the r�ponsibillrty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.—tion and bracing.consult ANSIjTPIj Qualiely CrIteda,DSB-89 and SCSI Building ConrrPonent 6904 Parke East&Nd. Safely Inforneation available frorn Truss Plate Institute.781 N.L�Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 �-Ah ob Truss Truss Type oty If Smith Re—s�Kfer—" 150126 PBOBC ftgybea 2 D�3 Inh Reference(ogional) 7It TRUSSMART BUILDING COMPONENTS,M GA,3-132D Run,7.510 a Jan 20 2014 Print:7.530 S Jul I I ZU14 Nu I eK IMUR—,Inc. vvel rev lo louj ID*xYnol2usrA5H50ir2nVe f7kGkF-XEacbNek75gxctNxAgL6?hBxYfbVtkJG3pt?JY4szb 4-2-5 P-A-11 4-2-5 4-2-5 4x4 Scale 1:20.6 3 9.00 5-2 4 5 2 6 6 2x4 11.5x4 11 2x4 7-0-11 0-" LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Videf! L/d PLATES GRIP TCLL 20.0 Plates Increase 1 25 TC 0.04 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TQ 0.00 5 n1r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) O�00 4 n/a n1a Weight:89 lb FT=0% BCDL 10.0 Code FRC2010frP12007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc;purlins. BOTCHORD 2x4 SP No.2 BOTCHORD, Rigid ceiling directly applied or I G-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=130/7-0-11,4=130/7-0-11,6=203/7-0-11 Max Horz 2=-58(LC 8) Max Uplift 2=-43(LC 10),4=-43(LC 10),6=-1 9(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)3-ply truss to be connected together with 1 Od(0.131"xX)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords 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(13)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;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft,L=24ft,eave=4ft;Cat. 11'Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterion(2)zone-cantilever left and right exposed;end vertical left exposed-IC-C for members and forces&MWFRS for reactions shown;Luml�er DOL=1.60 plate grip DOL=1.60 jittil 11111 11111,f 5)Gable requires continuous bottom chord hearing. %%*- 60IN v,,�, 1.... 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % V,� . ........ %% 0 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 E N S will fit between the bottom chord and any other members. .0 8)Provide mechanical connection(by others)of truss to hearing plate capable of withstanding 100 lb uplift at joint(s)2,4,6. 9)"Semi-rigid pitchbreaks including heals"Member end fixity model was used in the analysis and design of this truss. N 68182 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. T F 41J 10 1 k9s .f,f,f I I I I FL Cert. 6634 February 18,2015 A wARNlNG--y deign panarnetens and READ NOTES ON THIS AND INCLUDED M[TEK REFERANCE PAGE 11111-7473 02(16/2015 BEFORE USE. Design valid for use only with MiTek cornectors.This detsign is based only upon pararreters shown,and is for an individual building component. Applicability of design paramelle,rs and proper incorporation of cornponeni ts responsibility of building de,signe,r-not tmss designer.Bracing shown i�for lateral support of individual web rne�rnbers only.Additional iernporary bracing to insure stability during construction is the respomibillity of the Welk' erector.Additional pernnanent brocing of the overall structure is the responsibility of the building designer For gene,ral guidance regarding fabrication,quality control,storage.delivery.wecflon and bracing.consult ANSI/7PI1 Quality Ciffeda,DSB-89 and 9CSI Building Cornponent 6904 Parke East Blvd. S."Intonnahon available horn Truss Pkde institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tarnpa,FL 33610 1�Job Truss Truss Type Qty y Smith Residence %11,18992 5O 12.6 PBM GABLE 2 b Rate,..(.Pti.-i) TRUSSMART BUILDING COMPONENTS,Midway,C.A,313M Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc. wed Feb 18 16:03:21 2015 Page I ID:xYno[2usrA5H50ir2nVe–f7kGkF-?Q8_Affviu0poEOy8kOtLYuk6A3wmcBWPHTcZrPzisza 3-" 7---n 3-" 3-" Scale 1 19�O 4x4 3 9.00 5_2 CP 2 F1 45 X X X X X X 6 2x4 1.5x4 It 2x4 0-" rk:9_0 0-8-0 6-1-0 LOADING (psf) SPACING- CS1. DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n1a n/a M MT20 244/190 TCDL 15.0 Lumber Increase 125 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES We O�01 Horz(rL) 0.00 5 n/a n/a Weight:52 lb FT=O% BCDL 10.0 Code FRC2010/TP12007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid Ceiling directly applied or 10-"oc bracing- OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-5-11. (lb)- Max Horz 1=-51(LC 8) MaxUpfift AJI uplift 100 lb or less at joint(s)5,2,4,6 except 1=-1 14(LC 15) Max Grav AJI reactions 250 lb or less at joint(s)1,5,2,4,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)2-ply truss to be Connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at G-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 7-10-1 Vuft=l 30mph(3-second gust)Vasd=1 01 mph,TCDL=9.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;End.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left %%%J1111111111 exposed;G-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 00 1 N 5)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. 0 ENS 6)Gable requires continuous bottom chord beanng. 7)Gable studs spaced at 2-0-0 oc. N 68182 8)This truss has been designed for a 10.0 psf bottom chord live load nonconrurrent 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. pable of withstanding 100 lb uplift at joint(s)5,2,4,6 except -10 10) Provide mechanical connection(by others)of truss to hearing plate ca (it--lb)I=1 14. T 0 11)"Semi-Figid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. %% FL Cert. 6634 February 18,2015 A WARNjNG v—yy d..W parameters�d READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE AWI-7473 OV16*015 BEFORE USE Design valid far me a*with Wel,connectors.This designits based only upon parannellers shown,and is for an individual building component. App4icability of design parameters and proper inccriporation of cohnponeni is resper�silbifity of building designer-mt truss designer.Bracing shown is far iaterai support of individual web members only.Additional temporary bracing to insure stability during cornstruction is the respomiNility of the MiTek' erector-Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication.quality control.storage,der—ry,erection and bracing.consult ANSI/TPIj QU011ty Criteria,DSA-89 and 5CSI BuIlcling ComPanent 6904 Parke East Blvd. Safety Intannation available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 __j ni, Smith Res�-- �� af.�r5�.�h.. Job Twss Truss Type Qty y Smith Residence T6WM 150126 PBOSE P*Wback 1 2 job Re-feren.(optional) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7-510 a Jan 20 2014 Print 7.530 ss Jul 112014 MiTek Industries,Inc.Wed Feb 18 16:03:212015 Page 1 ID:xYnol2usrA5H50ir2nVe fzkGkF-?Q8_pjfMuOpoEOyBkOtLYuk6?3wWoBTPHTcZrP4sza 4-2-5 A-4-IT 4-2-5 4-2-5 4x4 Scale 120.6 3 9.00[-12 C� 2 F1 5 6 6 2x4 15x4 11 2x4 Z-0:11 1 D-8-0 Z:Q:l I LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase I.25 TC 0.06 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1 25 BC 0.04 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.011 Horz(TL) 0.00 4 n/a n/a Weight:59 lb FT=0% BCDL 10.0 Code FRC2010ITP12007 (Matrix) LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (IbIsize) 2=13017-0-11,4=13017-0-11,6--203f74)-lI Max Horz 2=58(LC 9) Max Uplift 2=-43(LC 10),4=-43(LC 10),6�119(1-C 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- I)2-ply truss to be connected together with 1 Od(0.1 31"x3")nails as follows: Top chords connected as follow&2x4-1 row at 0-9-0 oc. Bottom chords 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)Wnd:ASCE 7-10;Vuft=l 30mph(3-second gust)Vasd=1 01 mph;TCDL--9.Opsf-,BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed I end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 IttJ11111111111111 I 5)Gable requires continuous bottom chord bearing- %%%%, QUIN Vt�,'� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. i'� ........ 0 ...* 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 E N 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 lb uplift at joint(s)2,4,6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. N 68182 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. T 0.. 0 - N 111111 % FL Cert. 6634 February 18,2015 =.-RIVING-Vefy deg.p-wnefers and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 111111114473 re,02116/2015 BEFORE USE Design valid far use only with MiTelk connectors.This design is based only upon parameters shown,and is far an inciJividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designw-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' efectoc Additional permanent bracing of the overall structure is the responsibility of the buildfing designer.Far general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPII Quany C*eda,OSB-89 and SCSI Building CaMismant 6904 Parke East Blvd. Safety Information available from Truss picsfe Imfitute.781 N.Le,e Street,Suite 312.AlexanckkL VA 22314. Tampa,FL 3W10 \/V coo > 5 n- 7- cL > > > > OD m M x M m a (D z - 6 0 ;:� M m 0 7� n ET p > 0 0 --c 0 :3 - 0 :3 D 0- (D 0 CL z ur (D '10 :3 n:3 z :3 M q(06- "'00 o. 4 ;�-- a > -3 52 CD a 0 S-0 S�-c - 0 1 i�a(D -0 :3-QC -0 3 -00 cy 6 n. F) �4,1 9(a ZO :M3 C:)' (D G (D -t� n (D S� < (D D 0 D 5-(D > (3 po _0 D -a n (C,3 VVN o o D-0 60, 0 5,-V:3 D-a:3 6 D 6 a OU 0 (D Cl- ID -0 0 IOD 0 0 E;U :3- ID a 6::E p� _0 0 -.-; ::3 3 (D G (D 3 j Z D 0 S; ID D 0 d a g; 0 6 M 0 (D Fy Z > 2 00 (01 5, 5.0 - ag. U,'(TO a a(,D_ 6 3 - 0-q 5. =2 (D - 03 0 Q 0 p g.4 a 6(CD I _0 6 ) 07 L.u 9; :3 0 0 R-< :3 c M.go :� :3 3 R zow OR Z o (a _ - 0(:03 0 ::Dy 0 (D-0 x - L'.U :7�2. c D 6! C i0y n- Q-n Uo 6 n s 73 (D (D (D (D :3 � 6< (a n :E 6 0. 7() - Z;� 0 M :3 - 0 :3 0 . g g'-:� (D n q (D :3 0 FD. 2 o (T R. 0 :3 (D 0 C) :3 =cl zy- m m -0 z TOP CHORD 0 (D 0� 00 CI-8 i n 0 r. 0 :3 m Iz--- ca) > n �M, D z x (D (I m n CD ;;o c� 0 3 0 z & 0 00 u (D !,� 0 C.) m W cr m L� > 0 n CD m Ili > --4 W2-7 K3 m 0 QL (D M Z :3 0 a 3: 3 z n @ n co CC) 0 0 (D m 0 (D z OD z 0 -!4 N3 _:3. 4�- -5 14 > 0 m z M x 3 n CD C4-5 (D TOP CHORD Q- p >0 U-,'Cl "R ID o n o -0 -c n 2 --Z �3 :E- a>cL 3 cb CD 0 L 0 (D EE �o a'-< .2.<CD (OD 3 F)- 3-03 (D -10 '1(<D '00 FD. (D 0 (E. - (D 3 is' (D Ei (b no a- m (D (:D'm CQD- 3 'D :4 2.2012- o< (OD 3 -,, 2 a :0, (c) 2 Q q-o - 3�0- a n R 21-8 a-(D--d< 0 (D 0 �-Q R 0- 3 n CC) c) . D (D 7�- cD 5 0 CD 0- ZTC x (D :3 0 Q 0' CD 0 0 0 1 -0 ' -0 -n P- �.�; s -8, 0 Ca. al. 0, 3 Z33 4 1 c'3 - � 0 C 3 SD��0 5* 0 a- o, a F)'3 �r (D A, (D 0 3. 2 FR' V'r a_- -CL 0E3-'g.3 61 - 0 (D 0 :3 a C (D CD 0-a (D 0 2�aO D 0 0-m 0 ; -'2 g 1,D :3 ,D (QD_j� -0c: 2!� a 701 n 0_:3 :3 CD CD 0 3 i" 0 0 � a 0(:QD (D 0 30 �a� -0 r--�- o IM7 3(D 0 0, o c-: :� z C, 2 zi cD �M 4, 7 5'Q.- a".1 , , A :E 5'CD �r 53 6 0-a,a z'PL 0 0-0 n a � 5 o -.0 0 o m n co Zl-CD 2 C:L 0 M CL 0-7� c: 0 60 (D Lit'. n a 9. CD 0 D CD M' (D 1 S-6 :F (D 0 R 9 '0 6- cL--�� -R 5 3 0-mo r) (0,= F-D CD C(a 0 c 0 - ��a 5�3 c (D ci 0 Z6 CL >Z� 0 (D 0 c 0 1,5- 2� 3 , a 9- 'D o oo :2� 0 c: CL <S! I c=D -0 CL 0-:3 =(D 5. Go- CL cD (DO- 7 a 0-- -ii -c 2 0, a 1.0 6a- 2 0(D 0 �CD 6 n 0 C)E �F(n 6 n >6 :8-�E a c n 0 1,10 0. CD .00 (=D,a CD u;, U 0 -0 !1- M :7 -- - 0 (00 F -a 0 �C 0 73 ID 45 () 0 0 C3,n (,,-a q ) CD (D :E -a- 0 =8-0 (1 , 0 CD E;CD Q 6 c --ft 0 3= 0:3 P- 13 (D(9. '-Z i� 6? o 0 :E 0- IL - (D CD m (D (D M D 8 -0 6 0 5D c a ��(D 0. 6 n c 0 !�c 2. :E j a�- 0 D . -a - 5:ID 30 n 15 (D r -CL 03. 3' o- (I m n =r 5 z;;'- a- c CD(D a (D 3 CD 0 3' a n (D on CD 0 (D S� 0 0. :3 Q �3' 0 D 70 0 a a- n 0 0 0 0 CL CL (D < o- z a (D a m U;,CD CD(D CD 6 =3 6 3 ="a SD CC' Q 0 < (D 6 R E 0 ID 3 m CA Job:150126 Label: BM1-i69 Member Type: Beam I Level: 1 st Floor FILE COPY Page: 1 of 6 Nil MiTek SAPPHIRE"m Structure Version 7.5.1.376 Date:02/18/2015 12:22:36 Designed by Single Member Design Engine MiTek' Member: I -onCENTER LVL 2.01E 1 3/4"x 14" Status: Design Passed ,E:- - �;7 \1\07 2 3 �18-01�-08 �� Ilk Graphical Illustration-Not To Scale Member Cut Length-1&-1 1/2" MemberPitch-0112 Desicin Results: Building Code-IRC 2012 Design Methodology-ASD Unbraoed Length(Top/Bottom)-0'/1'-112" Design Control Resu LDF Load Combination Critical Moment 1 4081 00 h ft @ 10'-3 1/2" 14319.78 lb It Passed-28% 1.00 D-L Critical Shear 2131 47 lb @ 2'-4 1/2" 4655.00 lb Passed-46% D+L Live Load Deflection 0'-1/16"@ 14'-7 13116" O�4-(U360) Passed-L/999 0.751+lur+0.6W) Total Load Deflection 0'-1/16"@ 14'-7 13116" 1 W'(1-1240) Passed-L/999 D+0.75(L+Lr+i Critical Reaction 2059.99 lb @ 18'-1 1/2" 2059.99 lb Passed-100% D+L Critical Reaction -99,33 lb @ 11 1/2" 8881.25 It, Passed-1% 1.60 0.613+0.6W Loading: Mgximurn Load Magnitudes Tyge Start End Source Dead Floor Live Roof Live Snow Self Weight 01 111 1/2" Self Weight 7.00 lb/ft Uniform 19 i/w, 18'-1 1/2" W331 179.00 Wit - 217 00 lb/ft Point 2'-2 114" 7-2 1/4" F261 168.00 lb 453.00 lb Point 3'-6 1/4" 3�-6 1/4" 1`261 11 lb 453.00 lb - Point 4'-10 114" V-10 1/4" F26I 168.00 lb 453.00 lb Point 6�2 1/4" 6-2 1/4" F26(c04) 168.00 Ita 453.00 lb Point T-6 1/4" T-6 1/4!' F26(cl 2) 168.00 lb 453.00 lb Point 110 1/4" IT-10 1/4" F26(cli 168.00 lb 453.00 lb Point 11'-6 114" it'-6 1/4" F26(CM) 1611,00 lb 453*00 Hai Point 12'-10 1/4" 12'-10 1/4" F26i 3) 168.00 lb 453.00 lb Point 14'-2 1/4" 14'-2 1/4" F26I 161 lb 453.00 lb Point 15'-6 1/4" 15'-6 1/4" F26i 168.00 lb 453.00 It, Point 16-10 1/4" 16-10 1/4" F26i 152.00 lb 390.00 lb 17'-9 3F4" 17'-9 3/4" F26(cil) 122-00 lb 269.00 lb Support Information* Maximum Anal-y-sis Reactions sul2po 51ad End Source Dud Floor Live Roof Live 6now 1 01 1'-2 1/2" PB04I 2960.00/-1673.00 lb 3070.00/-1827.00 lb 2146.001-1182.00 lb (Y.1 1/2" (Y-1 ir2l, PBC4(i22) -1673.00 lb -1827.00 lb 13.00/-1182.00 lb I.-ill jm J.. PB04(i22) 2960.00 lb 3070.00 lb 2133.00 lb 2 8--11" 10'-5" PB05(i23) 2899.00 lb 6163.00/-3280.00 Ito 4299.00/-1889-00 lb 7-ir2" 9'-10 PB05I 822.00 lb 2815.001-1960-00 lb 1874.00/-1138-00 lb 113 112" 1 U-3 1/2" PB05(i23) 2077.00 lb 3348.00/-1320,00 Ito 2425-001-751.00 lb 3 is'-1 112" 19-1 1/2" Wi(i10) 997.00 lb 1062.00 lb 676.001-1.00 It, Connector Information: NaLling ReQuirementra Face Member Min Seat Lencith Other Information suippo Manufacture Model T92 Connector has not been designed 3 N/A N/A N/A N/A N/A NIA No information is available Errors, Warnincis & Notes: •CAUTION The maximum net analysis reaction exceeds the user-defined maximum uplift value at one or more supports •The dead loads used in the design of this member were applied to the structure as sloped dead loads •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member •Analysis and Design has been performed using precision loading from actual modeled renditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown These results should be reviewed by a qualified desiqn professional Job:150126 Label: 13M2468 Member Type: Beam I Level: 1 st Floor Page:2 of 6 MiTek SAPPHIRETm Structure Version 7.5.1.376 Date:02/18/2015 12:22:36 Designed by Single member Design Engine MiTek' Member: 2 -onCENTER LVL 2.01E 1 3/4"x 14" Status: Design Passed 2 17-00-00 Graphical Illustration-Not To Scale Member Cut Length-1 r MemberPitch-0112 Design Results: Building Code-IRC 2012 Design Methodology-ASD Unbraced Length(Top/Boftom)-0'/16'-8 112" Desion Control Result LQF Load Combination Critical Monverat(Pos) 2146.12 Ito ft @ 1'-4 1/2" 35799.45 lb ft Passed-6% 125 D+0.75(L-Lr) Critical Show 767.23 ib @ 2'-8" 11637.50 lb Passed-7% 125 D+0.75(L+Lr) Live Load Deflection 0-@ a'-5 9/16" 0'-4-(U360) Passed-L/999 - 0.75(L+Lr+0.6W) Total Load Denection 9 @ 8.-5 W4" 0'-4"(L/240) Passed-1-1999 - D-0.75(L+Lr+O�6W) Critical Reaction 2728.84 lb @ 1'-4 1 f2" 17762.50 lb Passed-15% 1 25 D+0.75(L+Lr) Design Notes: *Member design assumed proper ply to ply connection. Verity connection between plies according to code specification Lqading: Maximum Load Magnitudes im Start End Source Dead Floor Live Roof Live Sri ow Self Might 0. 17' Self Weight 13.00 lb1ft - Uniform 01 1 r FC2 Floor Material 2.00 Ib/ft 7.00 lb/ft Uniform 16-11 1/81, FC2 Floor Material 5.00 lb/ft 20.00 b/h - Uniform 9-2 3/4" (Y-11 7/8!' W19(i34) 106.00 IbAt - 17600 lb/ft Uniform V-10" 3'-Z' W19(i34) - 82.00 Wit Unfform T-10" 51-71 W1 9(i34) 86 00 b1f1 Uniform 5'-1(r r-z, W19(i34) - 86 00 lbtft Uniform T-10" 1.-Z. W19(i34) 87.00 lb/ft 13900 lbtft Uniform T-10" ill-zl W19(i34) - 85 00 lbtft Uniform 111-101, 13*-2' W19(i34) 8600 lb/ft Uniform 13'-10" 15'-Z' W1 9(i34) - 79 00 btft Uniform 16!-1/8" 16*-9 1/4" W19(i34) 106.00 lb/ft 179001btft Tapered V-61 T-6" W19(i34) 39.00 To 43.00 Wit Tapered 91-61 W19(i34) 43.00 To 39.00 lb1ft -5 00 lb Point 0'-3 718" Or-3 7/9' W19(i34) - -14001b Point 2'-6" 7-6" W19(i34) -16 00 lb Point 14'-6* 14'-9' W1 9(i34) -1 00 lb Point 16'-8 1/8" 16'-8 1/8" W19(i34) Support Information: Maximum Analysis Reactions Support Start End Source Dead or Live Roof Live Snow 1 01 11-9. PBO4(i22) 1311.00/-756.00 lb 586.001-352M lb 1392.00/-851.00 lb 0'-1 1/2" (Y-1 1/2" PBO4(i22) -756.00 lb 21.001-352.00 lb 87.001-M.00 lb V-4 1/2" 1'-4 1/2" PBO4(i22) 1311 00 lb 565.00 lb 1305.001-25.00 lb 2 15'-6" 1T PBO1(i19) 1311.00/-756.00 lb 585.00/-352.00 lb 1385.00/-850.00 lb 15*-7 VZ' 15'-7 1/2" PBO1(i19) 1311.00 lb 566_00 lb 1297.001-28-00 lb 16'-10 112" 16'-10 1/2" PBO1(i1g) -756.00 Ito 19.001-352.00 lb 88.00/-(Q2.00 lb Errors, Warninas & Notes: •CAUTION:The maximum net analysis reaction exceeds the user-defined maximum uplift value at one or more supports. •The dead loads used in the design of this member were applied to the structure as sloped dead loads. •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. •Analysis and Design has been performed using preasion loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user.AcWal field conditions may differ from those shown.These results should be reviw�by a qualified design professional. Job: 150126 Label: BWA70 Member Type: Beam I Level: 1 st Floor Page:3 of 6 W1 MiTek SAPPHIRE"m Structure Version 7.5.1.376 Date:02/18/2015 12:22:36 Designed by Single Member Design Engine MiTek Member: 1 -onCENTER LVL 2.01E 1 3/4" x 14" Status: Design Passed 2 3 7-08-08 ----400 I iJ,2;'b8 7-08-08 1 08 llb 18-05-08 Graphical Illustration-Not To Scale Member Cut Length-19-5 1/2" MemberPitch-0112 Q"Jgn R"ullfto Building Code-IRC 2012 Design Methodology-ASD Unbraoed Length(Top/Bottom)-0'/I'-1r2" D ' Control Result LDF Load Combination Crrdcal Moment(POO) 4280.47 lb ft @ 10'-3 1/2" 14319.78 lb ft Passed-30% 1.00 D-L critical Shear 2578.19 It,@ 11'-7- 4655.00 lb Passed-55% 1.00 D-L Live Load Deflection 0'-1/16"@ 14-8 3/8- 9-,C(LrJ60) Passed-L/999 - 0.75(L+Lr+0-6W) Total Load Deflection 0'-1/16"@ I N-8 318" 0'-4"(L/240) Passed-L/999 - D+0.75(L+Lr+0.6W) critical Reactim 6030.66 lb C I'-1" 8881.25 lb Passed-68% 1.00 D+L critical Rmcdon -104.45 lb @ 0'-1 1/2" 8881.25 lb Passed-1% 1 so 0.613+0.6W Lava= Maximum Load Mag!�tudes !Y29 Start End Source Dead Floor Live Roof Live Snow Self Weight 0. 1 8�-5 1/2" Sell Weight 7.00 lb/ft - Uniform 01 18'-1 1/2" FC2 Floor Material 1.00 lb1ft 5.00 lb/ft - - 213 00 b1ft \\07 \\0\7 Uniform 0'-9 114" 8'-4 1/2" W20(i36) 176.00 lb/ft 21300 lb/fl Uniform 8'-9 1/4" 18'-1 1/2" W44(i4g) 176.00 IbM Point 2'-2 1/4" 2-2 1/4" F26(c02) 167.00 lb 449DO lb - Point T-6 114" T-6 1/4" F26(c07) 167.00 lb 449.00 lb Point X-10 1/4" 4'-10 1/4" F26(c03) 167.00 Ito 449�00 Ito point 6'-2 1/4" 6-2 1W F26(cO4) 167.00 lb 449.00 lb Point T-6 1/4" T-6 1/4" F26(cl 2) 167.00 Ito 449.00 Ito Point IT-10 1/w, &-10 1/4" F26(cl 0) 167.00 lb 449.00 lb Point 11'-6 1/4" 11'-6 1/4" F26(cog) 167.00 Ito 449.00 lb Point 12'-10 1/4" 17-10 1/4" F26(cl 3) 167.00 lb 449.00 lb Point 14*-2 1/4" 14'-2 1/4" F26(c14) 167.00 Ito 449.00 lb 449.00 Ito Point 15'-6 ll/N' 15'-6 1/4" F26(oO6) 167.00 lb 386.00 lb Point 16'-10 1/4" 16'-10 1/4" F26(c01) 151.00 lb 267.00 Ito - Point 17%9 314" 17'-9 3/4" F26(cil) 122.00 lb - 71.00 It, Point 18'-3 1/7' 18'-3 1/2" W44(i4g) 58.00 Ito Support Information: Maximum Analysis Reaction§ Suppo Start End Source Floor Live Roof Live Snow 1 01 1'-2 1/2" P6011019) 2925.00/-1652-00 lb 3095.00/-183T00 lb 2098 00/-1154.00 It, (Y-1 1/2" Cr-1 1/2" PB01(i19) -1652.00 It, 4.001-1837.00 Ito 13.00/-1154-00 lb 11-11, PB01(i19) 2925.00 Ito 3091.00 It, 20155.00 lb 101-61 PB02(i20) 2816.00 Ito 6261.00/-3334.00 Ito 4122.00/-1831.00 lb 2 00 Ito 2829.00/-2011-00 lb 1708.00/-1143.00 It, 9-1/2" 9%1/7' PBO2(i20) 655 3432.00/-1323.00 lb 2414.001-61MI-00 lb 10'-3 1/2" 19-3 1/2" PBO2(i20) 2161.00 Ito 3 18'-1 1/2" 18'-5 1/2" PBO6(i55) 1032.00 Ito 1049.00 lb 722.001-1.00 It, Errors.Warnings& Notm •CAUTION Themaximum net analysis reaction exceedsthe user-defined ma)dmum uplift value at one or more supports. •The dead loads used in the design of this member were applied to the structure as sloped dead loads •The member graphic,dimensions and locations shown on this report are based on the centedine of the member •Analysis and Design has been performed using precision loading from actual modeled conditions Some loads may have been modified to simplify reporting Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. This report is based on modeled conditions input by the user Actual field conditions may differ from those shown These results should be reviewed by a qualified design professional. Job: 150126 Label: BM4-i66 Member Type: Beam I Leveli 1 st Floor Page:4 of 6 W1 MiTek SAPPHIRETM Structure Version 7.5.1.376 Date:02/18/2015 12:22:36 Designed by Single member Design Engine MiTek' Member: 1 -onCENTER LVL 2.OE 1 3/4"X 16" Status: Design Passed T T a 2 ��_��4-05-06 ��6- 6 1-02- 0 +_��6-�01-12 �� Graphical Illustration-Not To Scale Member Cut Length-6'-1 3/4" MemberPitch-0112 Design Results-: Building Code-iRC 2012 Design Methodology-Aso Unbraced Length(Top[Bottom)-0'/l'-1/2" Design Control Result LQF Load Combination Critical Mormnt(Pos� 887 97 lb ft @ 1'-1/2" 22763,19 lb ft Passed-4% 1.25 D-0.75(L-Lr) Critical Shear 565.98 lb @ 2'-6" 6650 00 to Passed-9% 1 25 D+0,75(L-Lr) Live Load Deflection 9 @ 3'-7 3/8" 0'-4"(L1360) Passed-U999 - 0.75(L+Ur+0.6W) Total Load Deflection 0'@ 3'-7 3/8" 0'-4"(L/240) Passed-Lt999 - D+0,75(L+Lr+O�6W) Critical Reaction 2267.56 lb @ V-1/2" 8881 25 lb Passed-26% 1 25 D+0.75(L+Lr) Loadina: Maximum Load Magnitudes jype start End Source Dead Floor Live Roof Live Sn-ow Self Weight 01 6-1 3/4" Self Weight &00 b/ft - Uniform 0' 4'-1/2" W44(i49) 176 00 Itifft 213 00 IbM Uniform 4'-7 3/4" 6-11 3/4" W21(65) 263 00 lbift 320 00 1 btft Point l'-5 1/4" 1'-5 1/4" F12(cO2) 11.00 Ila 117.00/-9&00 lb -1 00 Itt Point 2'-9 1/4" 2'-9 1/4" F12(c01) 11.00 lb 125 00 lb -1 00 lb Point 4'-1 1/4" 4'-1 1/4" F10(c0l) 14,00 lb 125�00 lb - Pgni 5-5 1/4" 5'-5 1/4" F10(c01) 14.00 lb 125 00 lb Support Information: Maximum Analysis Reactions suippo start End Source Dead Floor Live Roof Live SnOW 0. V-2" PB03(i2l) 1019 001-321 00 lb 557,001-367 00 lb 1250,001-473 00 lb 0'-1 1/2" 0'-1 112" PB03(i2l) -321 00 lb 31 00/-240 00 lb 122 00/-470,00 lb 1'-1/2' 1'-1/2" PB03(i21) 1019 00 lb 526.00/-127 00 lb 1128 001-3 00 lb 2 5'-7 318" 6'-1 3/4" W4(14) 459 00 b 218 00/-2 00 Ito 507,00/-1,00 lb Errors.Warnings &Notes: •CAUTION The maximum net anaiysis reacto,exceeds the user-defined maximum uplift value at one or more supports •The dead loads used in the design of this member were applied to the structure as sloped dead loads •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member •Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices -This report is based on modeled conditions input by the user Actual field conditions may differ from those shown These results should be reviewed by a qualified design professional Job:150126 Label: BM5467 Member Type: Beam I Level: 1 st Floor MiTek SAPPHIRE�Structure Version 7.5.1.376 Page:5 of 6 Designed by Single Member Design Engine Date:02/18/2015 12:22:36 M!Tek* Member: 3 -onCENTER LVL 2.OE 1 3/4"x 16" Status:Design Passed 2 11�-04 1-05- Graphical Illustration-Not To Scale Member Cut Length-12*-S' MemberPitch-0/12 Desicin Results: Building Code-!RC 2012 Design Methodology-ASD Unbraced Length(Top/Bottom)-079' Design Control Result LDF Load Combination Critical Moment(Pos) 753.35 lb ft @ 1'-4 1 W' 68289.58 lb ft Passed-1% 1 25 D-0.75(L+Lr) Critical Shear 362.81 lb @ 2'-9 3/4" 19950.00 lb Passed-2% 1 25 D+0.75(L+Lr) Live Load Deflection (Y @ 6'-3ff- 0'-,C'(L/360) Passed-L/999 - 0.75(L+Lr+0.6W) Total Load Deflection a @ 6'-5/16" 0'-4"(L/240) Passed-L/999 - D+0.75(L+Lr+0.6W) Critical Reaction 120&84 lb @ 1'-4 1/4" 27562.50 lb Passed-4% 1 25 D+0.75(L+Lr) Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies according to code specification Loadina: Maximum Load a nit u es im start End Source Floor Live Roof Live Snow Self Weight 0. 12'-5' Self Weight 23.00 IbIft - Uniform 0' 17-S' FC1 Floor Material 6.00 lb/ft 24 00 b/ft 7- Uniform 0--5" 11-91, W28(i29) 45.00 li - Uniform 9-61 91-91 W28(il 52.00 lbtft 80.00 lb/ft uniform I 15" 11 1-9" W28(i29) 13.00 lbfft 62.00 IbAt uniform 11-6" 12*-2 1/4" W28(il 115.00 IbAt 268.00 lb/ft Tapered O.-V 8--l' W28(i[29) - 47.00 To 46.00 ItIfit Tapered 2--l" &-V W28(il 32.00 To 30.00 Wilt - Point W28(il - -5.00 lb Point W28(l -1.00 lb Point W28(il -65.00 lb Point 12'-Z' 12'-2" W28(il - - -13.00 lb Point 12'-2 1/4�' 12'-2 1/4" W42(il 41.00 lb 26 00 lb 35.00 lb SuDDort Information: Maximum Analvsis Reactions Support Start End Source Dead Floor Live Roof Live Snow 0' 1'-5 31,V' W45(i56) 639.00/-282.00 lb 274.00/-129.00 lb 535,00/-260 00 to (Y-1 1/2" (Y-1 1/2" W45(i56) -282.00 lb 18.001-129.00 lb 32.00/-254.00 lb 1'-4 1/4" 1'-4 11W' W45(i56) 639�100 lb 256.00 lb 50100/1 lb 2 101-5 3/4" 12�-5" 544.00/-90.00 lb 265�00/-88.00 lb 678.00/-227.00 lb 10'-7 1/4" 19-7 11W' W7(i8) 544.00 lb 217.00 lb 486.00/-51�00 lb ++> 12'-3 1r2" 12'-3 10 W7(il -45.00 lb 24.00/44�010 lb 96 00/1 lb ++1 12'-3 1 r2" 12'-3 1/2" wi 45.00 lb 24.00/-".00 lb 96.00/-88.00 lb Errors, Warninclis & Notes: •The dead loads used in the design of this member were applied to the structure as sloped dead loads. •The member graphic,dimensions,and locations shown on this report are based an the centerline of the member. •Analysis and Design has been performed using precision loading from actual modeled conditions Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional. Job: 150126 Label: BM6-i7l Member Type: Beam I Level: 1 st Floor MiTek SAPPHIRE"m Structure Version 7.5.1.376 Page:6 of 6 Designed by Single member Design Engine Date:02/18/2015 12:22:36 Welk' Member: 2 -onCENTER LVL 2.01E 1 3/4"x 16" Status: Design Passed T 2 8 9-06-00 9- Graphical Illustration-Not To scale member Cut Length-10'-8 1/2" MemberPitch-0/12 Desian Results: Building Code-IRC 2012 Design Methodology-Aso Unbrai Length(rop/Bottom)-071'-1/2' Design Control Result LDF Load Combination Critical Moment(Pos) 6559.37 lb ft @ 5'-5 5/8" 36421.11 lb ft Passed-18% 1.00 D-L Critical Shear 1826.68 lb @ 8'-7 1 f2" 10640�00 lb Passed-17% 1.00 D-L Live Load Deflection Or-1/16"@ 5'-3 11/16" V-4"(L/360) Passed-L/999 - 0.75(L+Lr+0.6W) Total Load Deflection 0'-1/16"@ 5-3 3/4- (Y-4"(1-1240) Passed-1-1999 - D+0.75(L+Lr+0.6W) Critical Reaction 1873.46 lb @ 9-4 1f2- 15421�93 lb Passed-12% 1 00 D+L Design Notes: *Member design assumed proper ply to ply connection. Verify connection betNean plies according to code specification Loading: Maximum Load Maonitudes jype start End Source Dead Floor Live Roof Live Snow Self Weight 0. 19-8 1/2" Self Weight 15.00 Rath - - Uniform V-53/4" 3-6 112" FC1 Floor Material 27.00 lbfft 107.00 lbtft Uniform 6'-1 1/2" 7'-5 1/2" W38(ii 370.00 lb/ft 352.00 IbIll 188 00 lb/ft Point V-53/4" 1'-5 311 F25(cO1) 28.00 lb 62.00 lb - point V-6 114" 1'-6 114" Fill 52.00 lb 143.00 lb Point 2'-9 3/4" 7-9 314" F25(c02) 12.00 lb - Point Z-10 1/4" 7-10 1/4" Fill 53.00 lb 145.00 lb Point T-6 1/2" 3*-6 1/2" FCI Floor Material - 2.00 lb Point 4'-2 1/4" 4'-2 1/4" F07(cO3) 54.00 lb 149.00 lb - Point 5'-5 5M" 6-5 5/8" W38(43) 774.00 lb 470.00 lb 1040.001-154 00 lb Point 5'-6 1/4" 5-6 1X' F04(001) 16.00 lb 119�00/-76.100 lb -1 00 lb Point 6'-9 1/2" 6-9 1/2" W38(i43) - - -40,00 In Point 6-10 1/4" 6-10 1/1 F04(cG4) 5.00 lb 120�00 lb -1 00 lb Point 8'-2 1/4" 9-2 1 hil" Fill 6.00 lb 120.00 lb - Point 9'-6 1/4" 9.6 1/4" F04(c03) 6.00 lb 120.00 lb Support Information: Maximum Analysis E_eactions Supi)orl Staq End Source Dead Floor Live Roof Live Snow 1 0 0'-5 1/2" W5(i7) 813 00 lb 1056.00/-36 00 lb 571 00/-86 00 lb 2 9'-11 1/2' 10'-8 1/2" W41(A6) 905 00 lb 1084.()0/-40.00 lb 720 001-110 00 lb Errors,Warnincis&Notes: •The dead loads used in the design of this me m ber were applied to the structure as sloped dead loads •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member •Analysis and Design has been performed using precision loading from actual modeled conditions Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices -This report is based on modeled conditions input by the user. 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