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Home My WebLink AboutB17-0705 055-350-035 (2)BUILDING ENERGY ANALYSIS REPORT RECEIVED " APR"2.5 `V7 SRB AND ASSOCIATES TRB AND ASSOCIATES - PROJECT: Tromb ey Residence 3345 Ham in Canyon Ct Paradise, CA 95969 Project Designer: LH Designs 16 Patches Dr Chico, CA 95928 (530) 891 1889 Report Prepared by: Max Ramirez Go den Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321 7242 LL }317-070 05-5).35U.035 'APRIL 19. 2017 NSF PC I BUTTE COUNTY BUILDING DIVISION APPROVED RE�9IEED Job Number: FOR CODE COMPLIANCE 040917 Trombley (LH) JUN 0 0 2017 Date: TRD AND ASSOCIATES o 4/10/2017 The EnergyPro computer program has been used to perform the ca cu ations summarized in this comp iance report This program has approva and is authorized by the Ca ifornia Energy Commission for use with both the Residentia and Nonresidentia 2016 Bui ding Energy Efficiency Standards This program deve oped by EnergySoft Software www energysoft com CERT F CATE OF COMPL ANCE RES DENT AL PERFORMANCE COMPL ANCE METHOD Project Name: Residentia. Bui ding Ca cu ation Date/Time: 10;43,, Mon, Apr 10, 2017 Ca cu ation Description: Tit e 24 Ana ysis j ` nput Fi a Name: 040917 Tromb ey (LH) ribd16x GENERAL NFORMAT ON y ENERGY USE SUMMARY 01 Project Name Residential Building 05 06 07 02 - - Calculation Description Title 24 Analysis Standard Design -Proposed Design Compliance Margin 03 Project Location 3345 Hamlin Canyon Ct 44.73 - 37.55 '.7.18 04 City Paradise 05 StandardsVersio6 Comp iance 2017 06 t Zip Code 95969 07 Compliance Manager Version BEMCmpMgr 2016 2 1 (695) - 08 Climate Zone CZ11 09 Software Version EnergyPro 7 1 10 Building Type Single Family 11 Front Orientation (deg/Cardina) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2140 i 15 Number of Zones 1 16 Slab Area (ft2) 2140 17 Number of Stories 1 18' Addition Cond. Floor Area n/a 19 Natural Gas Availab a No 20Addition Slab Area (ftZ) n/a 21 Glazing Percentage (%) 151% COMPL ANCE RESULTS •� �'"" "`'� 01 Bui ding Complies with Computer Fertormann e m 02 This building incorporates-featuresithat requirefield testing rand/orfverificationaby a4certided,HERS �a " rider the supervision of a CEC approved HERS provider` 03 This building. incorporates one.or more Spec I'Featues�shownbelow+ -,`LIU � a 110PALfAN f 4F':;;WL;k'I ' ENERGY USE SUMMARY 04 05 06 07 08 ' Energy,Use (kTDV/ft2-yr) Standard Design -Proposed Design Compliance Margin Percent mprovement Space Heating 44.73 - 37.55 '.7.18 161% Space Cooling 31.78 36.89 -5.11 16 1% AQ Ventilation 1.15 ; 1.15 0.00 00% Water Heating 15.95 15.57 "0.38, . 24% - Photovo talc Offset -- 0.00 0.00 Comp iance Energy Total ' 93.61 - 91.16 2.45 26% i Registration Number: • 217 P010115323A 000 0000000000 0000 •Registration DateMme: 201704 10.10:51:27 HERS Provider: Ca CERTS inc f CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance Report Version CF1 R 03032017 695 _ Report Generated at: 2017 04 10 10:44:08 CERT F CATE OF COMPL ANCE ,RES DENT AL PERFORMANCE COMPL ANCE METHOD• �. r CF1RPRF 01 , Project Name: Residentia Bui ding _ Ca cu ation Date/Time: 10:43, Mon, Apr 10, 2017 i". Page 2 of 8 Ca cu ation Description: Tit e 24 Ana ysis ' - nput Fi a Name:,040917 Tromb ey (LH) ribdl6x ',•. t , ENERGY DES GN RAT NG J '- Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energyrperformance of the Residentia - Energy Services (RESNET) reference home characterization of the 2006 International Energy'Conservation Code (IECC). A score of zero represents the energy performance of a bui ding that combines high eve s of,energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regu ated by Tit a 24, Part 6 , (such as domestic app iances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing oca ordinances under' Tit a 24, Part 11 (CALGreen). - As a Standard Design bui ding under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR "building, the EDR of the Standard Design bui ding is provided for nformation Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewab e energy can both be seen ` EDR of Standard Design EDR of Proposed Design EDR Value of Proposed PV Fina EDR of Proposed Design 490 46.8 0.0 .468 ❑ Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and QII verification prerequisite ' ❑ ' Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite Residentia Bui ding " Design meets Zero Net Energy (ZNE)';Design Designation requirement for Single Family in climate zone CZ11 (Red Bluff) (CALGreen A4 203 1.2 3) inc uding on site -1- photovo talc (PV) renewable energy' t, sufficientto achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified 1 0 REQU RED SPEC AL FEATURESt�i The fo owing are features that must be installed as condition fo�•mieeti•n,9,the modelerde ner�y$tperformance for,:this; computer analysis. • nsu ation be ow roof deck HERS FEATURE SUMMARY ed erg performance for this computer ana ysis Additiona detai is The fo owing is a summary of the features,,that must be fieldverified 6y 5 ce tifed;(_H�ERS ater as'�a condition for4me'&ting the odelen provided in the bui ding components tables below. ` " " " Bui ding eve Verifications: ` r ;�+ High qua ity insu ation installation (QII) . y . •., AQ mechanica vent! ation ' 1 Coo ing System Verifications Minimum Airf ow Verified EER • r ' Fan Efficacy Watts/CFM . _.. HVAC Distribution System Verifications: • Duct Sea ing a Domestic Hot Water System Verifications: None BU LD NG FEATURES NFORMATION 01 02 -03 04 05 06 07 ^ Project Name Conditioned Floor Area (ft2) Number of Dwelling • Units Number of Bedrooms 'Number of Zones' Number of Venti ation Coo ing Systems Number of Water ',Heating Systems Residentia Bui ding " 2140 -1- 3 1 0 1 ; J f r i Registration Number 217 POI 0115323A-000 000 0000000 0000. Registration Date/TmP: 2017 04 14 90:51:27 HERS Provider: Ca CERTS inc CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance Report Version CF1R 03032017 695 ' Report Generated at:.2017 04 10 10:44:08 ' CERT F CATE OF COMPL ANCE RES DENT AL PERFORMANCE COMPL ANCE METHOD CF1R PRF 01 Project Name: Residentia Bui dingCa cu ation Date/Time: 10:43, Mon, Apr 10, 2017 Page�3 of 8 Ca cu ation Description: Tit e 24 Ana ysis ," nput Fi a Name: 040917 Tromb ey (LH) ribd16x ZONE NFORMAT ON M t-01 _ . 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area • (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System.2 Zone 1 Conditioned HVAC Systeml 2140 10 DHW Sys 1 Construction OPAQUE SURFACES 01 01 1 03 02 03 _ 04 05 06 07 08.• Name - Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2 Ti t (deg) Front Wa 3 • Zone 1'. R-21 Wall Wood 90 Front 6438 41 5 90 Left Wa 0.1 Zone 1 R-21 Wall Wood ` 180 Left 400 49 90 , Rear Wa JZoine 11 R-21 Wall Wood f - ` 270 Back 780 163 go" a Right Wa Zone 1 R-21 Wall Wood 0 Right 480 N 97. ' 90 Roof I/, Zone 1 R-38 HP Attic Option B 2140 Front Wa 2 `� """` Garage' -_0+--- _ j ,. -R-0 Wall 2x6 90 front. 230 0 90 Left Wa 2 Garage-,. , -� R O. Wall.2x6 9,,.. r,,, . s X1.80 �y Left 320 112 90 Rear Wa 2] _Ga,age_ � at 11 J(R-0 Wa" 2x6 I U I t uo Backa 93 8 0 90 Right Wa 2 1f�r='.G�:a9 i �R-0 Wa(L2x6 F 0) i 1 jRight. & ., all 240 0 90 Roof 2 _Garage • .. , alb Rjio-Roof Atttis� r.M , ; 589 ATT C 01 02 1 03 04 05 0 06- 07 08 Name Construction Type .: Roof Rise,. Roof Reflectance Roof, Emittance Radiant Barrier 'Coo Roof Attic' Garage Attic Garage Roof Cons - Ventilated 3 • 0.1 0.85 No No Attic Zone 1 Attic RoofZone 1 Ventilated 3 0.1 0.85 es No • Y Registration Number: 217 P01101 15323A 000 000 00000000000 Registration Dater6me: 2017 04'•i0 10:51:27. HERS Provider:. Ca CERTS inc CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance _;Report Version . CFI R 03032017 695 Report Generated at: 2017 04 10 10:44:08 CERT F CATE OF COMPL ANCE RES DENT AL,PERFORMANCE COMPL ANCE METHOD CF1 R ,ORF 01 ' Project Name: Residentia Bui ding Ca cu ation Date/Time: ,10:43, Mon, Apr 10, 2017• t . • ` -'�' Page 4 of 8 Ca cu atiori Description: Tit e 24 Ana ysis ',:nput Fi a Name: 040917.Tromb ey (LH) ribd16x ' FENESTRAT ON'/ GLAZ NG Vol 02 . F 03- 04 O5, O6' 07 08 1 09 10, Name. Type Surface (Orientation -Azimuth) Width (ft)' Height (k) Multiplier Area (k2) U factor SHGC Exterior Shading Window Window Front Wall (Front -90) --- --- 1 13.5 030 0 23 nsect Screen (defau t) Window 2 Window Left Wall (Left -180) -- -- 1 49.0 030 02.3 nsect Screen (defau t) Window 3 Window Rear Wall (Back -270) ---- -- 1 163.0 1 030 023 nsect Screen (defau t) Window 4 Window Right Wall (Right -0) • R 0 Roof Attic - 1 97.0 1 030 023 nsect Screen (defau t) OPAQUE DOORS 01 02 �•-� �'- ��-�, t 04 t C 1� 01 O6 02 03 04 Name ,• Side of BuildingE - Area (k2) U factor Door' Front Wall . 280 ." 050 Door 2 Framing Left Wall 2 1120 018 OPAQUE SURFACE CONSTRUCTIONS „�.�••��" , - y. 01 02 �•-� �'- ��-�, t 04 t C 1� 05 O6 07 ' �'` \ .,Total Cavity Winteresign Construction Name Surface jype�<�ConstrucUon.Typ� ; Framing , Rfvalue Uyv@lue Assemb.y Layers �y "' y )yInside I'D � Finish: Gypsum Board F 1Af �. Cavity / Frame: no insul. / 2x4 .. R 0 Wa 2x6 - Exterior Walls, Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below _ Inside Finish:. Gypsum Board • R 0 Roof Attic attic). , • Wood Framed Ceiling 2x4 @ 24 in. O.C. none : 0.481',,. Cavity/Frame: no insula/2x4 Cavity/ Frame: no insul. /2x4 Top Chrd ' Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present `Attic Garage Roof Cons • ;Attic Roofs Wood Framed Ceiling• in:,O.C. none • 0.412 Roofing: Light Roof (Metal Tile) i Under Roof Joists: R-0.0 insul. ' Cavity / Frame: R=13.0 / 2x4 Top Chrd t Roof Deck: Wood Siding/sheathing/decking • • 2x476p Chord of, Roof Truss @-24 .. ' Tile Gap: present Attic Roof2one 1 Attic Roofs Wood Framed Ceiling in. O.C. R 13 0.073 Roofing: Light Roof (Metal Tile) - r ,Inside Finish: Gypsum Board Cavity/ Frame:•R-21 /2x6 R 21 Wa Wood Exterior Walls Wood Framed Wall • 2x6 @ 16 in. O.C. R 21 0:069 Exterior Finish: 3 Coat Stucco - - Inside Finish: Gypsum Board ,r , Ceilings (below - Cavity/Frame: R -14.3/2x6 ' R 38 HP Attic Option B attic) Wood Framed Cei ing 2x6 @,24 in O C R 38 0 025 Over Ceiling Joists: R-23.7 insul. Registration Number: 217 P010115323A 000 000 0000000 0000 CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance Registration DateRime: *- 201'704 1010:51:27 HERS Provider: CaCERTSinc; ` Report Version CF1 R 03032017 695 ' Report Generated at: 2017,04 1010:44:08 . a� CERT F CATE OF COMPL ANCE RES DENT AL PERFORMANCE C�OMPL ANCE METHOD r CF1R'pRF 01''. Project Name: Residentia Bui ding -`Ca cu ation Date/Time: 10:43, Mon, Apr 10,'2017 Page 5'of 8 t - Ca cu ation'Description: Tit e 24 Ana ysis nput.Fi a Name: 040917 Trornb by (LH) r1bd16x T SLAB FLOORS ; s. '` '' ,• i 02 j' 03.+°`� 01 02 03 - .; 04 05.- ,'4 r 06 i «01: a 02- 4 03 �Y 04 f ,OS 't x -'06 - '07 Name zone:. Area (ft 2).k. Perimeter (ft). Edge Insul. R -value& Depths-'' 'Carpeted Fraction .,Heated S ab , 'Zone 1 f 2140' 230.3 None 08 No S ab 2 ,-_Garage , _ 9- 589 f 88,3. None 0 No BU LD NG ENVELOPE HERS VERIFICATION c' ` 01 02 '03 . 04 Qua ity nsu ation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Required -' Not Required Not Required" ` WATER HEAT NG SYSTEMS ; s. '` '' ,• i 02 j' 03.+°`� 01 02 03 - .; 04 05.- ,'4 r 06 ' Name. `..$ystem Type,' Distribution Type, Water Heater Number of Heaters So ar,Fraction �• . -DHW Sys 1 j tb W-__: Standard' DHW Heater 1,(1) 1 0% 10 _ WATER HEATERS to <r' �. 01 . 02 j' 03.+°`� ' 04�l 05 44 tp f T P 06.{x,' (3�7 ;1..�•w 08 #�09 Heating Unit Name 10 r 11 Distribution Name Heater Other.Heating and Cooling Number ,,,:Ta 'Volume 'Energy Factor or Input ' TI%l ysulatin R -value Standby Loss / Tank Location or: Ambient Name A' E ement Type' /Tank Type 'of Units' . (ga) Effic ncy Kati g Pilo") N(IAt &t) Re oyery Eff NEEA Heat Pump .Type Condition DHW Heater 1 Gas .-Small instantaneous 1 n/a . 0.84 EF . " 199000 Btu/hr t .T..<: n/a r ` n/a L r ' n/a n/a ' ti SPACE COND T ON NG SYSTEMS ' r, 01 - 02. 03 04 - .05 '06 SC Sys Name 'System Type Heating Unit Name Cooling Unit Name_ * Fan Name Distribution Name "HVAC Systeni1 , z ? Other.Heating and Cooling Heating Component 1 Cooling Component 17 l HVAC Fan 1 "; Air Distribution System"1 System HVAC HEAT NG UN,T TYPES 01 02 �� 03 04 4 Name r, ,, ;- . System Type.' Y . Number of Units ` " Efficiency • _ - - .Heating Component 1;' '. CntrlFurnace 1 94`AFUE y f . ♦ - E 1 Registration Number. -.217 P010115323A 000 000 0000000 0000 Registration DaterTme: ^2017 04.10 10:51:27 s ti, `'HERS Provider. Ca CERTS inc CA Bui ding Energy Efficiency Standards 2016 Residentia Comp lance.' - --Repo Version'-CFlR 03032017 695 Report Generated at: 2017 04 10 10:44:08',- ' • t CERT F CATS OF COMPL ANCE RES DENT AL PERFORMANCE COMPL ANCE,METHOD . CFIRTPRF 01 '< Project Name: Residentia Bui ding' i Ca cu ation Date/Time: 10:43, Mon, Apr 10, 2017' Page 6 of 8 Ca cu ation Description: Tit e 24 Ana ysis nput Fi a Name: 040917 Tromb ey (LH) ribd16x HVAC COOL NG UN T TYPES 01 . _ 02 - 03 .- 04 05` 06 , ` _ 07 08 Verified Airflow - _ Efficiency Verified Refrigerant Charge ; h Required Name * . System Type Number of Units EER '• SEER Zonally Controlled Compressor Type HERS Verification Coo ing Component 1 SplitAirCond 112 # t �►if 14 Not Zonal Sing a Speed' Coo ing Component 1 hers coo HVAC COOL NG HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Coo ing Component 1 hers -cool h Required 350• Required . ;- Sealed aid tested.-.._ i .,yam 8 w Not Required Not Required ' HVAC D STR BUT ON SYSTEMS 01 i 0A 03. 04 05 06 07 - Name' .� -----� Type, Duct Leakage Insulation R -value Duct Location 'Bypass Duct "• HERS Verification Air Distribution System 1 �DuctsAttic Sealed aid tested.-.._ i .,yam 8 w �t Attic.. None Air Distribution System 1 hers dist Not Required >..' {'� f'°` # t �►if 1 k HVAC D STR BUT ON HERS VERIFICATIONS - 01 02� ► x„03 *.-. . «n.04rw - .r Rt'05" X06' 07 08 Name • • Duct Leakagek •` Verification "Duct Lea gem` Target (%) Verriifiedl uct" - Location- Verified Oct" Design J uried Ducts Deep y Buried Ducts Low eakage ` Air Hand er Air Distribution System 1 hers -dist Required 5.O' Not Required Not Required Not Required Not Required, HVAC FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan' 0.58 HVAC Fan.1 hers fan HVAC FAN SYSTEMS HERS VERIFICATION ' 01 02 03 Names'' , Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 058 Registration Number: 217 P010115323A 000 000 0000000 0000 r •,Registration Date/Time: 2017 04,10 10:51:27 CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance Report Version. CF1R 03032017 695 4— HERS Provider: aCa CERTS inc Report Generated at: 2017 04 10 10:44:08 - , t CERT F CATE OF COMPL ANCE RES DENT AL PERFORMANCE COMPL ANCE METHOD Project Name: Residentia Bui ding Ca cu ation Date/Time: 10:43, Mon, Apr 10, 2017 Ca cu ation Description: Tit e 24 Ana ysis nput Fi a Name: 040917 Tromb ey (LH) ribd16x CF1R (PRF 01 Page 7 of 8 AQ ( ndoor Air Qua ity) FANS 01 02 03 04 05 06 Dwe ing Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type AQ Recovery Effectiveness(%) HERS Verification SFam AQVentRpt 51 0.25 Default 0 Required Registration Number: 217 POI0115323A 000 000 0000000 0000 Registration DateMme: 2017 04 10 10:51:27 CA Bui ding Energy Efficiency Standards 2016 Residentia Comp iance Report Version CFI R 03032017 695 HERS Provider: Ca CERTS inc Report Generated at: 2017 04 10 10:44:08 CERT F CATE OF COMPL ANCE RES DENT AL PERFORMANCE COMPL ANCE METHOD Project Name: Residentia Bui ding Ca cu ation Date/Time: 10:43, Mon, Apr 10, 2017 Ca cu ation Description: Tit e 24 Ana ysis nput Fi a Name: 040917 Tromb ey (LH) ribd16x CF1 R PRF 01 Y Page 8 of 8 DOCUMENTAT ON AUTHOR'S DECLARAT ON STATEMENT 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: LWax -Raintre-7 Max Ramirez Company: Signature Date: Go den Sun Designs 2017-04-10 10:51:27 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONS BLE PERSON'S DECLARATION STATEMENT certify the fo owing under penalty of perjury, under the laws of the State of California: 1 am a igib a under Division 3 of the Business`and Professions Code to accept responsibility for the building design identified on this Certificate of Comp iance 2 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the Ca ifornia Code of Regu ations IQ' - - ' 3 The bui ding design features or system design features identified. on this'Certificate of Compliance are consistent with the information provided on other app icab a comp lance documents, worksheets, ca cu ations, plans and specifications subni&ed'tatfte enforcement agency for app ovatwith th�.building permit application. Responsib a Designer Name: I� �(leesponUbie L ' I� I Designer Sigature c��ax 'Ra,nirez 1`1 c Max Ramirez i 1 1 11 715, 111 ft Company:! HERS Dat Signed: 20 0:5I E. R Go den Sun Designs 7-04-10 Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 , Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217 POI0115323A 000 000 0000000 0000 Registration DateMme: 2017 04 10 10:51:27 CA Bui ding Energy Efficiency Standards 2016 Residentia Comp lance ReportVersion CF1 R 03032017 695 �- . - Easy to Verify at CaICERTS.com HERS Provider: Ca CERTS inc Report Generated at: 2017 04 10 10:44:08 RESIDENTIAL MEASURES SUMMARY RMS -1' Project Name Trombley Residence ❑ Mu ti Fami y : ❑ Existing+ Addition/A teration 4/,10/2017 Project Address Ca ifornia Energy C imate Zone Tota Cond F oor Area Addition # of -Units, '3345 Hamlin Canyon Ct Paradise CA,Climate Zone 11 2,140 n/a 1 , - INSULATION Area Construction Type Cavity (ft2) Special Features Status .a Wall Wood Framed R 21 1,953 - New Door �' Opaque Door - no insulation 28 - New Roof Wood Framed Attic R38 2;140 ` Add=R-13.0 New Slab ,Unheated Slab -on -Grade no insulation 2,140 rPerim ='230' New FENESTRATION ••• Tota Area:' 323 Gazin Percentage: 15.1 °� New/Atered Average U Factor: 0.30 Orientation Area(ft) U -Fac . SHGC ,Overhan Sidefins Exterior Shades Status Front (E) 13.5 0.300 0.23 none none Bug Screen New y Lett (S) 49.0 0.300 0.23 none none . Bug Screen New Rear (W) 163.0 0.300 0.23 none none Bug Screen New Right (N) 97.0 0.300 0.23 none none Bug Screen New HVAC SYSTEMS Qty. HeatingMin. Eff `-Coolin Min. Eff ,Thermostat Status 1 Central Furnace ` 94% AFU'E .- Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION •` • Duct, Location 'Heating CoolingDuct Location R -Value Status HVAC System Ducted' Ducted Attic • 8.0: New WATEWHEATING Qty. Type Gallons . ' Min. Eff Distribution- Status - 1 Small Instantaneous Gas 0 0.84 Standard New • ti Ener Pro 7.1 b Ene Soft• User Number. 5733 /D: 040917-Tromble LH Pae 11 of 15 • � 1` • - ' - ` - _ • - Bui ding Type . m Singe Fami y ❑ Addition A one � Date = ' ° 2016 Low -Rise Residential Mandatory Measures Summary ' NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. 'Exceptions may apply: y _ Oriina 08/2016 ` Bui ding Enve ope Measures: § 110 6(a)1: Air Leakage Manufactured fenestration, exterior doors, and exterior pet doors must imit air eakage to 0 3 cfmlft= or ess when tested per ' ' NFRC 400 or ASTM E283 or AAMA/WDMA/CSA 101/ S 2/A440 2011 § 110 6(6)5: Labe ing Fenestration products must have a abe meeting the requirements of § 10 111(a) §,110 6(b): Fie d fabricated exterior doors and fenestration products must use U factors and so ar heat gain coefficient (SHGC) va ues from TABLES 110 6 A and 110 6 B for comp lance and must be cau ked and/or weatherstried 10.7: Air Leakage A joints, penetrations, and other openings in the bui ding enve ope that are potentia sources of air eakage must be.cau ked; ' " asketed, or weather stripped § 110 8(a): nsu ation Certification by Manufacturers nsu ation specified or insta ed must meet Standards for nsu ating Materia: § 110 8(g):' nsu ation Requirements for Heated S ab F oors Heated s ab floors must beInsu ated per the requirements of §.110 8(g)- § 110 8(i): .4> Roofing Products So ar Ref ectance and Therma Emittance The therma emittance and aged so ar reflectance va ues of the roofing F materia must meet the requirements of § 110 8(i) when the insta ation of a coo roof is specified on the CF1R § 110 80): Radiant Barrier A radiant barrier must have an emittance of 0 05 or ess and be certified to the Department of Consumer Affairs ` Cei ing and Rafter Roof nsu ation Minimum R 22 insu ation in wood frame cei ing; or the weighted average LI Jactor must not exceed 0 043 Minimum R,19 or weighted average U factor of 0 054 or ess ina rafter roof a teration Attic access doors must have permanent y attached ' § 150 0(a): insu ation using adhesive or mechanica fasteners The attic access must be gasketed to prevent air eakage nsu ation must be insta ed in direct contact with a continuous roof or cei ing which is sea ed to . imit infi tration and exfi tratiori as specified in 110 7, inc uding but not imited� to p acing insu ation either above orbe ow the roof deck or on top of a drywa cei in § 150 0(b): Loose fi nsu ation Loose fi insu ation must meet the manufacturer's required density for the abe ed R va ue .. S Wa nsu ation Minimum R 13 insu ation in 2x4 inch wood framing wa or have a U factor of 0102 or ess (R 19 in 2x6 or U.factor of 0 074 or § 150 0(c): ess) Opaque non framed assemb ies must have an overa assemb y U factor not exceeding 0102, equiva ent to an insta ed va ue of R 13 in a " wood framed assemb y' § 150 0(d): Raised floor nsu ation Minimum R 19 insu ation in raised wood framed f oor or 0 037 maximum U factor" § 150 0(f): S -ab Edge nsu ation S ab edge insu ation must meet a of the fo owing: have a water absorption rate, for the insu ation materia a one without, facings, no greater than 0 3%; have a water vapor permeance no greater than 2 0 perm/inch; be protected from physica damage and UV, ight, .. deterioration; and, when insta ed as part of a heated s ab f oor, meet the re uirements of § 110 8 150 0(g)1: § (9) Vapor Retarder n C imate Zones 1 16, the earth f oor of unvented craw space must be covered with a C ass or C ass° vapor retarder This "' requirement a so a ies to contro ed venti ation craws ace for bui dings compin with the exception to 150-0 d ` 1500 2 § (g) : Retarder n C imate Zones 14 and 16, a C ass or C ass vapor retarder must be insta ed on the conditioned space side of a 'insu insu ation in a exterior wa s, vented attics, and unvented attics with air- ermeab a insu ation § 150 0(q): r Fenestration Products Fenestration, inc uding sky ights, separating conditioned space from unconditioned space or outdoors must have a ' maximum U factor of 0 58; or the weighted averse U factor of a fenestration must not exceed 0 58 Firep aces, Decorative Gas App lances, and Gas Log Measures: § 150 0(e)1A: C osab a Doors Masonry or factory bui t firep aces must have a c osab a meta or g ass door covering the entire opening of the firebox § 150 0(e)1 B: ` Combustion ntake Masonry or factory bui t firep aces must have a combustion outside air intake, which is at east six square inches in area and is equipped with a readi y accessib e, o erab e, and tight fitting damper or combustion air contro device § 150 0(e)1 C: F ue Damper Masonry or factory bui t firep aces must have a f ue damper with a readi y accessib a contro §'150 0(- - Pi of Light Continuous burning pi of ights and the use of indoor air for coo ing a firebox jacket, when that indoor air is vented to the outside of the bui ding, are prohibited Space Conditioning, Water Heating, and P umbing System Measures: § 110 0 § 110 3: ' Certification Heating, venti ation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and a other regu ated ' ` a iances must be certified b the manufacturer to the Ener Commission § 110 2(a): HVAC Efficiency Equipment must meet the app icab a efficiency requirements in TABLE 110 2 A through TABLE)10 2 K ' �Contro s for Heat Pumps with Supp ementary E ectric Resistance Heaters Heat pumps with supp ementary a ectric resistance heaters § 110 2(b). must have contro s that prevent supp ementary heater operation when the heating oad can be met by the heat pump a one; and in which the cut on temperature for compression heating is higher than the cut on temperature for Supp ementary heating, and the cut off temperature for compression heating is higher than the cut off temperature for supp ementary heating § 110 2(c): Thermostats A unitary heating or coo ing systems not contro ed by a centra energy management contro system (EMCS) must have a setback thermostat' • Water Heating Recircu ation Loops Serving Mu tip a Dwe ing Units Waterheating recircu ation cops serving mu tip a dwe ing units must § 110 3(c)5: meet the air re ease va ve, backf ow prevention, pump priming, pump iso ation va ve, and recircu ation oop connection requirements of § `1103c5 , § 110 3(c)7: so ation Va ves nstantaneous water heaters with an input rating greater than 6 8 kBTUlhr (2 kW) must have iso ation va ves with hose bibbs , or other fittings on both co d water and hot water ines of water heating systems to a ow for water tank f ushing when the va ves are c osed §1105: Pi of Lights Continuous y burning pi of ights are prohibited for. natura gas: fan type centra furnaces; househo d cooking app iances (app i ances without an a ectrica suppy vo to a connection with pi of ights that consume ess than 150 Btu/hr are exempt); and poo, and spa heaters' Bui ding Coo ing and Heating Loads Heating and/or coo ing oads are ca cu ated in accordance with ASHRAE Handbook, Equipment § 150 0(h)1: Vo ume, App ications Vo ume, and Fundamenta s Vo ume; SMACNA Residentia Comfort System ,nsta ation Standards Manua; or ACCA ". Manua J using design conditions specified in § 150 0 h 2 + .. .. 0 2016 Low -Rise Residential Wndatory Measures Summary § 150 0(h)3A: C earances nsta ed air conditioner and heat pump outdoor condensing units must have a c earance of at east 5 feet from the out et of any dryer vent § 150 0(h)38: Liquid Line Drier nsta ed air conditioner and heat pump systems, must be equipped with. iquid ine fi ter driers if required; as specified by '+ manufacturer's instructions § 150 0(j)1: Storage Tank nsu ation Unfired hot water tanks, such as storage tanks and backup storage tanks for so ar water heating systems, must have R 12 extema insu ation or R 16 interna insu ation where the interna insu ation R va ue is indicated on the exterior of the tank Water piping and coo ing system ine insu ation For domestic hot water system piping, whether buried or unburied, a of the fo owing must be insu ated according to the requirements of TABLE 120 3 A: the first 5 feet of hot and co d water pipes from the storage tank; a piping with a § 150 00)2A: nomina diameter of 314 inch or arger; a piping associated with a domestic hot water recircu ationsystem regardess'of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried be ow grade; and a'hot water pipes from the heating source to kitchen fixtures' § 150 0(j)26: Water piping and coo ing system ine insu ation A domestic hot water pipes that are buried be ow grade must be insta :ed in a water proof and non crushab a casing or s eeve ' • §150 OQ)2C: Water piping and coo ing system ine insu ation Pipe for coo ing system ines must be insu ated as specified in § 150 0(j)2A Distribution piping for steam and h dronic heatingsystems or hot waters stems must meet the requirements in TABLE 120 3 A' § 150 O6)3: nsu ation Protection nsu ation must be protected from damage, inc uding that due to sun ight, moisture, equipment maintenance, and wind nsu ation. Protection nsu ation exposed to weather must be insta ed with a cover suitab a for outdoor service For examp e, protected by § 150 00)3A: , a uminum, sheet meta , painted canvas, or p astir aver The cover must be water retardant and provide shie ding from so ar radiation that can cause degradation of the materia § 150 0(j)36: nsu ation Protection nsu.ation covering chi ed water piping and refrigerant suction piping orated outside the conditioned space must have a C ass ' or C ass vapor retarder I A' Gas or Propane Systems Systems using gas or propane water heaters to serve individua dwe ing units must inc ude a of the fo owing: a . § 150 0(n)1: ' 120V e ectrica receptac a within 3 feet of the water heater; a Category or V vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is insta ed; a condensate drain.that is no more than 2 inches higher than the base of the - water heater, and a ows natura 'draining without pump assistance; and a gas supp ine with a capacity of at east 200,000 Btu/hr § 150 0(n)2: Recircu ating Loops Recircu ating oops serving mu tip a dwe ing units; must meet the requirements of § 110 3(c)5 § 150 0(n)3: So ar Water -heating Systems So ar water -heating, systems and co ectors must be certified and rated by the So ar Rating and Certification Corporation SRCC or by a isting agency that is approved by the Executive Director Ducts and Fans Measures: - - § 110 8(d)3; Ducts nsu ation insta ed on an existing space conditioning duct must comp ywith § 604 0 of the Ca ifornia Mechanica Code (CMC) f a contractor insta s the insu ation, the contractor must certify to the customer, in writing, that the insu ationmeets this requirement t' CMC Comp lance A air distribution system ducts and p enums must be insta ed, sea ed, and insu ated to meet the requirements of CMC R - §§ 6010, 602 0, 603 0, 604 0, 605 t) and ANS ISMA.CNA 006 2006 HVAC Duct Construction Standards Meta and F exib a 3rd Edition Portions of supp y air and return air ducts and p enums must be insu ated to a minimum insta ed eve of R 6 0 (or higher if required by'CMC § 605 0) or �a minimum insta ed eve of R 4 2 when entire y in conditioned space as confirmed through fie d verification and diagnostic testing § 150 0(m)1: „ Y (RA3,1 4 3 8) Connections of meta ducts and inner core of f exib a ducts must be mechanica y fastened Openings must be sea ed with mastic, tape, or other duct c osure system that meets the app icab a requirements of UL 181, UL 181A, or UL 181 B or aeroso sea ant that meets the requirements of UL 723 f mastic or tape is used to sea openings greater than % inch, the combination of mastic and either mesh or -tape must be used Bui ding cavities, support p atforms for air hand ers, and p enums designed or constructed with materia s other than sea ed sheet meta, duct board or f exib a duct must not be used for conveying conditioned air 'Bui ding cavities and support p atforms may contain ducts Ducts insta ed in cavities and support p atforms must not be compressed to cause reductions in the cross sectiona area of the ducts' . Factory Fabricated Duct Systems. Factory fabricated duct systems must comp y with app icab a requirements for duct construction; . § 150 0(m)2: connections, and c osures; joints and seams of duct systems and their components must not be sea ed with c oth back rubber adhesive duct, tapes un ess such tae is used in combination with mastic and draw bands § 150 0(m)3: ' Fie d.Fabricated Duct Systems Fie d fabricated duct systems must comp y with app icab a requirements for: pressure sensitive tapes, ' mastics, sea ants, and other requirements specified for duct construction § 150 0(m)7: Backdraft Dampers A fan systems that exchange air between the conditioned space and the outside of the bui ding must have backdraft or automatic dampers I . § 150 0(m)8: Gravity Venti ation Dampers Gravity venti ating systems serving conditioned space must have either automatic or readi y accessib e,- manua y operated dampers in a openings to the outside, except combustion in et and out et air openings and a evator shaft vents , Protection of nsu ation nsu ation must be protected from damage, inc uding that due to sun ight, moisture, equipment maintenance, and _ § 150 0(m)9: ' wind nsu ation exposed to weather must be suitab a for outdoor, service For examp e, protected by a uminum, sheet meta , painted canvas, or p astir cover Ce u ar foam insu ation must be protected as above or painted with a coating that is water retardant and provides shie ding from • so ar radiation § 150 0(m)10: `• Porous nner Core F ex Duct Porous inner core f ex duct must have a non porous ayer between the inner core and outer vapor barrier F• ` Duct System Sea ing and Leakage Test When space conditioning systems use forced air duct systems to supp y conditioned air to an' § 150 0(m)11: occupiab a space, the ducts must be sea ed and duct eakage tested, as confirmed through fie d verification and diagnostic testing, in accordance with § 150 0 m l land Reference Residentia Appendix RA3 Air Fi tration Mechanica systems that supp y air to an occupiab a space through ductwork exceeding 10 feet in ength and through a therma § 150 0(m)12: conditioning component, except evaporative coo ers, must be provided with air fi ter devices that meet the design, insta ation, efficiency, ressure dro , and abe in requirements of 150 0 m 12 1. 2016 Low Rise Residential Mandatory, Measures Summary S- n . § 150 0(k)2J: ' nterior Switches and Contro s n bathrooms, garages, aundry rooms, and uii ity rooms, at east one um_ inaire in each of these spaces must ; �''' be contro ed b a vacancy sensor. _ - It § 150 0(k)2K: nterior Switches and Contro s Dimmers or vacancy sensors must contro a uminaires required to have fight sources comp iant with *,• Reference Joint Appendix JAB, except uminaires in c osets ess than 70 square feet and uminaires in ha ways § 150 0(k)2L: nterior Switches and Contro s Undercabinet ighting must be switched separate y from other ighting systems Residentia Outdoor Lighting For sing a fami y residentia bui dings, outdoor ighting permanent y mounted to a residentia bui ding, or to other § 150 0(k)3A: bui dings on the same ot, must meet the requirement in item § 150 0(k)3Ai (ON and OFF switch) and the requirements in either item ' - § 150 0(k)3Aii (photoce and motion sensor) or item § 150 0(k)3Aiii (photo contro and automatic time switch contro, astronomica time c ock, or EMCS) Residentia Outdoor Lighting For ow -rise mu tifami y residentia bui dings, outdoor ighting for private patios, entrances, ba conies, §,150 0(k)3B: and porches; and outdoor ighting for residentia parking ots and residentia carports with ess than eight vehic es per site must comp y with r either 150 0(k)3A or with the icab a requirements in 110 9, 130 0, 130 2, 130 4, 140 7 and 141 0 • - ' § 150 0.(k)3& Outdoor Lighting For ow -rise residentia bui dings with four or more dwe ing units, outdoor ighting not regu ated by 150 0 k 3B or 150 0(k)3D must compwith thea icab a re uirements in 110 9, 130 0,130 2,130 4, 140 7 and 1410 150 § 150 0(k)3D: Residentia Outdoor Lighting Outdoor ighting for residentia parking ots and residentia carports with a tots of eight or; more vehic es per site must compwith thea icab a requirements in 110 9,130 0,130 2,130 4,140.7, and 141.0 _ 150 0(k)4: nterna y i uminated address signs nterna y i uminated address signs must comp y with § 140 8; or must consume no more than 5 watts of ,§ ower as determined accordingto 130 0 c - § 150 0(k)5: Residentia Garages for Eight or More Vehic es Lighting for residentia parking garages for eight or more vehic es must comp y with the ,. a icab a requirements for nonresidentia ara es'in 110 9,130 0,1301,130 4,140 6, and 1410 ' nterior Common Areas of Low rise Mu ti Fami y Residentia Bui dings n a ow rise mu tifami y residentia-bui ding where the tota interior § 150 0(k)6A: common area in a sing a bui ding equa s 20 percent or ess of the floor area, permanent y insta ed ighting for the interior common areas in that -bui din must be high efficacy uminaires and contro ed b an occupant sensor nterior Common Areas of Low rise Mu ti Fami y Residentia Bui dings n a ow rise mu tifami y residentia bui ding where the tots interior ' common area in a sing a bui ding equa s more than 20 percent of the floor area, permanent y insta ed ighting iri that bui ding must: § 150 0(k)6B: i Comp y with the app icab a requirements in §§ 110 9,130 0, 1301, 140 6 and 1410: and ii Lighting insta ed in corridors and stairwe s must be contro ed by occupant sensors that reduce the, ighting power in each space by at east ' 50 percent The occupant sensors must be ca ab a of turnip the i ht fu on and off from a designed paths of ingress and egress So ar Ready Bui dings:. Sing a Fami y Residences Sing a fami y residences ocated in subdivisions with ten or more sing a fami y residences and where the'C • . § 11010(a)1: app ication for a tentative subdivision map for the residences has been deemed comp ete_ by the enforcement agency must comp y with the ` re uirements of 110 10(b)through 110 10 e s ' § 11010(a)2:" Low rise Mu ti fami y Bui dings Low rise mu ti fami y bui dings must comp y with the requirements of §'110 10(b) through § 11010(d) ' _ Minimum Area The so ar zone must have a minimum iota area as described be ow The so ar zone must comp y with access, pathway, smoke • • - venti ation, and spacing requirements as specified in Tit e 24, Part 9 or other Parts of Tit a 24 or in any requirements adopted by a oca Jurisdiction The so ar zone tota area must be comprised,of areas that have no dimension ess than 5 feet and are no ess than 80 square feet each for bui dings with roof areas ess than or equa to 10,000 square feet or, no ess than 160 square feet each for bui dings_ with roof areas §{11010(b)1: greater than 10,000 square feet - - For sing e.fami y residences the so ar zone must be ocated on the roof or overhang of the bui ding and have a tota area no' ess than 250 square feet For ow rise mu ti fami ybui dings the so ar zone must be ocated on the roof or overhang of the bui ding, or on the roof or overhang of another structure ocated within 250 feet of the bui ding, or on covered parking insta ed with the bui ding project, and have a tota area no ess than 15 percent of the tota roof area of the bui din exc udin an skyi ht area ' a" § 110 10(b)2: Orientation A .sections of the so ar, zone ocated on steep s oped roofs must be oriented between 110 degrees and 270 degrees of true north § 11010(b)3A: - Shading The so ar zone must not contain any obstructions, inc uding but not imited to: vents, chimneys, architectura features, and roof mounted equipment Shading -,Any obstruction ocated on the roof or any other part of the bui ding that projects above a so ar zone must be ocated at east twice the § 11010(b)3B: - distance, measured in the horizonta p ane, of the height difference between the highest point of the obstruction and the horizonta projection of the nearest point of the so ar zone, measured in the vertica ane ' ` • - § 11010(b)4: Design Loads on Construction Documents For areas of the roof designated as so ar zone, the structura design oads for roof dead oad and roof ive oad must be c ear indicated on the construction documents dead nterconnection Pathways The construction documents must indicate: a ocation for. inverters and metering equipment and a -pathway for § 11010(c): routing of conduit from the so ar zone to the point of interconnection with the a ectrica service (for sing a fami y residences the point of interconnection wi be the main service pane); and a pathwayfor routingof umbin from the soar zone to the water heatingsystem § 11010(d): 'Documentation A copy of the construction documents or a comparab a document indicating the information from § 11010(b) through • , 11010 c must be provided to the occupant t § 11010(e)1: Main E ectrica Service Pane The main a ectrica service pane must have a minimum busbar rating of 200 amps Main E ectrica Service Pane The main a ectrica service pane must have a reserved space to a ow for the insta �ation of a doub a po a circuit § 11010(e)2: = breaker for a future soar a ectric insta ation The reserved space must be: positioned at the opposite (oad) end from the input feeder ocation or main circuit ocation; and permanent marked as " For Future �' moi. - ► ,�. r. , • ' So ar E ectric" ' 2016 Low-Ri§e'Residential Mandatory Measures Summary Duct System Sizing and Air Fi ter.Gri a Sizing. Space conditioning systems that use forced air ducts to supp y coo ing to an occupiab e space must have a ho a for the p acement of a static pressure probe (HSPP), or a permanent y nista ed static pressure probe (PSPP) in the § 150 0(m)13: supp y p enum The space conditioning system must a so demonstrate airf ow >_ 350 CFM per ton of nomina coo ing capacity through the return gri -es, and an air -hand ing unit fan efficacy s 0 58 WICFM as confirmed by fie,d verification and diagnostic testing, in accordance with Reference Residentia Appendix RA3 3 -This app ies to both sing a zone centra forced air systems and every zone for zona y confro,ed centra'' forced airs stems Venti ation for ndoor Air Qua ity A dwe ing units must meet the requirements of ASHRAE Standard 62 2 Neither window operation nor §1,50 0(o): continuous operation of centra forced air system air hand ers used in centra fan integrated venti ation systems are permissib a methods of providingwho a bui din venti ation - - • § 150 0(o)1A: Fie d Verification and Diagnostic Testing Who a bui ding venti ation airfow must be confirmed through fie d verification and diagnostic testing, in accordance with Reference Residentia Appendix RA3 7 Poo and Spa Systems and Equipment Measures: " Certification by Manufacturers Any poo or spa heating system or equipment must be certified to have a of the fo owing: a therma efficiency § 110 4(a): that comp ies with the App iance Efficiency Regu ations; anon off switch mounted outside of the heater that a ows.shutting off the heater _ without adjusting the thermostat setting; a permanent weatherproof p ate or card with operating instructions; and must not use a ectric resistance heating §1104(b)1: Piping An Roo or spa heating equipment must be insta ed with at east 36 inches of pipe between the fi ter and the heater, or -dedicated P 9 YP P 9PP suction and return ines, or bui t in or bui t u connections to a ow for future so ar heating. § 110 4(b)2: Covers Outdoor poo s or spas that have a heat pump or gas heater must have a cover § 110 4(b)3: Directiona in ets and time switches for poo s Poo s must have directiona in ets that adequate y mix the poo water, and a time switch that wi a ow a pumps to be set or programmed to run on duringoff-peak a ectric demand periods § 110 5: Pi of Light Natura gas poo and spa heaters must not have a continuous y burning pi of fight '. 150 0 § (p)' Poo Systems and Equipment nsta ation Residentia poo systems or equipment must meet the specified requirements for pump sizing, f ow ' rate,piping, fi ters, and va ves Lighting Measures: { w § 110 9. Lighting Contro s and Components A ighting contro devices and systems, ba asts, and uminaires must meet the app icab a requirements of 110 9' § 110 9(e): JA8 High Efficacy Light Sources To qua ify as a JA8 high efficacy ight source for comp iance with §.150 0(k), a residentia .fight source must be certified to the Ener Commission accordingto Reference Joint Appendix JA8 § 150 0(k)1A: Luminaire Efficacy' A insta ed uminaires must be high efficacy in accordance with TABLE 150.0 A B ank E ectrica Boxes The number of a ectrica boxes that are more than 5 feet above the finished f oor and do not contain a uminaire or § 150 0(k)1 B: other device must be no greater than the number of bedrooms These a ectrica boxes must be served by a dimmer, 'vacancy sensor contro, or fan speed contro ` Recessed Down ight Luminaires in Cei ings Luminaires recessed into cei ings must meet a . of the requirements for: insu ation contact (C) § 150 0(k)1C: abe ing; air eakage; sea ing; maintenance; and socket and ight source as described in § 150 0(k)1C A JA8 2016 E ight source rated for e evated temperature must be insta ed b• fina inspection in a 'recessed down ight uminaires in cei in s § 150 0(k)1 D: E ectronic Ba asts Ba asts for f uorescent amps rated 13 watts or greater must bee ectronic and must have an output frequency no ess than 20 kHz Night Lights Permanent y insta ed night ights and night ights integra . to insta ed uminaires or exhaust fans must be rated to consume no § 15.0 0(k)1E: more than 5 watts of power per uminaire or exhaust fan as determined in accordance.w_ith § 130 0(c) Night ights do not need to be contro ed. b vacancysensors § 150 0(k)1 F:. Lighting ntegra to Exhaust Fans Lighting integra to exhaust fans (except when insta ed by the manufacturer in kitchen exhaust hoods) ' must meet thea icab a requirements of 150 O(k) Screw based uminaires Screw based uminaires must not be recessed down ight uminaires in cei ings and must contain amps that comp y .§ 150 0(k)1 G: with Reference Joint Appendix JA8 . nsta. ed amps must be marked with ."JA8 2016" or "JA8 2016 E" as specified in Reference Joint Appendix JA8' § 150 0(k)1 H: Enc osed Luminaires Light sources insta ed in enc osed uminaires must be JA8 comp iant and must be marked with. "JA8 2016 E " § 150 0(k)2A: nterior, Switches and Contro s A forward phase cut dimmers used with LED ight sources must comp y with NEMA SSL 7A § 150 0(k)2B: 1 nterior Switches and Contro s Exhaust faris must be switched separate y from ighting systems ' §.150 0(k)2C:. nterior Switches and Contro s Luminaires must be switched with readi y accessib a contro's that permit the uminaires to be manua y switched ON and OFF § 150 0(k)2 D: • nterior Switches and Contro s Contro s and equipment must be insta ed in accordance with manufacturer's instnictions § 150 0(k)2E: nterior Switches and Contro s No contro must bypass a dimmer or vacancy sensor function if the contro is insta ed to comp y with 150 0 k • ,r § 150 0(k)2F: 'nterior Switches and Contro s Lighting contro s must comp y with the app icab a requirements of § 110 9 " nterior.Switches and Contro s An energy management contro system (EMCS) may be used to comp y with dimmer requirements if it: § 150 0(k)2G: ,; functions as a dimmer according to § 110.9; meets the nsta ation Certificate requirements of § 130 4; meets the EMCS requirements of § - ' 130 5(f); and meets a other requirements in 150 0 k 2 r nterior Switches and Contro s An EMCS may be used to comp y with vacancy sensor requirements in § 150 0(k) if it meets a of the § 150 0(k)2H: ;. fo owing it functions as a vacancy sensor according to § 110 9; the nsta ation Certificate requirements of § 130 4; the EMCS requirements of § 130 5(Q; and a other requirements in 150 0 k 2 § 150 0(k)2 : nterior Switches and Contro s A rnutiscene programmab a contro er may be used to comp y with dimmer requirements in § 150 0(k) if it provides the functions i of a dimm'er' to 110 9, and com ies with a • other a icab a requirements in 150 0 k 2 - Duct System Sizing and Air Fi ter.Gri a Sizing. Space conditioning systems that use forced air ducts to supp y coo ing to an occupiab e BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES-BU`1WING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: Building Permit # Submit completed. form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 . Owner Name: Owner Phone: ( ) Jobsite Address: Project Type: 0 Construction 0 Demolition Jobsite Contact: Company: Jobsite Phone:( ) MATERIAL Reuse Tonna a Recycle Tonna a disposal Tonna e ACTUAL FACILITIES/SERVICE PROVIDERS,USED Inert Material (concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owneror Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Date: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: Owner Name: Owner Mailing Address:_ Jobsite Address: Jobsite Contact: Brief description of project: Building Permit #, Company: Owner Phone: Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Project Sq. Ft.: Project Type::'I Construction I Demolition Jobsite Phone: ( ) By signing below, 1 acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner / Contractor) Signature: (Circle) (2) Date: MATERIAL 1 Reuse Recycle Dispose FACILITIESISERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. ;�B�t�eCou�ty Butte County Building Department California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION DEVELOPMENT SERVICES ADHESIVE (NONE 0) MANUFACTURER ICALGreen LIMIT' ACTUAL.VOCs: SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs I ARC HITECTURALCOATINGS (NONE 0) 1 MANUFACTURER I CALGreen I ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 1 0.11 Thin medium density fiberboard 1 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) 0 Carpet and Rug Institute's Green Label 0 California Department of Public Health Standard Practice for the testing of VOCs 0 NSF/ANS1140 at the Gold Level 0 Scientific Certifications Systems Indoor Advantagenvi Gold 0 No carpet installed on this project certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Print name Signature Date See other side of page for VOC limits TABLE 4.504.3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS2.1 Grams of VOC per Liter. of Coating. Less Water and Less Exem t com ounds COATING CATEGORY EFFECTIVE 111..1 2010 EFFECTIVE 11112012 Bat coatin s 50 1 11 Nt>drbt coatings.JIM 7'U R•br71ooroffl c:.lv NonOat-hiol gloss coatings:. 150 SO S Otalt\' Coadnas - 65 VC'P mid asphalt tile ooMshcs Dtvwnllend ram-!adheaiv" Aluminum roofcoatings 400. J B ment &pedaltyooltmR!' 400 Structural gkuin;t'gcihesiv, RitumiMUEroofcoatm I. 50 2:0 Bitummousroof rimers 150 SPECIAITV APPUCAIIOf Bond 350 10 COilcretccudog compounds 350 PbstiL u.-recn: weldia. Concrde/mnsonry sealers 100 5 0 Driveway sealer.; 50 Dryfoocontinlla ISO Faux fhuhing. cootnw 350 - SU STRATE P CIRC P UCATIONS Fire resistive coori.op.).50 Mttal to mellll . 3. Floor continn 100 Porousmaletinl ie Piwoodl ' Form-rcicase conwounds 250 .. (3460'bi6wts"<si rxixuntu): $00 _ HIRhtellt tanuecondn Indu. hill mainleiLlineemalialll 2SO Low solids C<JOtiuu t 120 MagnesiteC1.911.'rilcoutingl1 450 Ma<ttic textucrLumgs 100 Metallic Phmtentcd cootmRS 500 Multio0lorcoatIngs 250 tan cat WIIS!IDiimets 420 Primel!i.sealers:andtmdcnootc:cs 100 ReUdive penetratingsl'4nmi JSO Recycled coatinps---------------- --, 250 - - - Roofcool' s }10 RustpievenlIltivo continMI 400 2SO — Shellll Clear Opaque 7.10 Ss0 Soc.<6111h, primers.sealers and undeWoaters 3.50 100 Brain 2SO St000 COUI>Q!idants 450 Swimming pool coatings -Ul. Tmfftc markins:coatinlli 100 TUb Wdtile m5nishc0M.IIS 420 Warerpnxumg memhrl!ncs 250 Woodcoalinas :175 Wo'd J 1Vlllh'I:s 350 Zinc-rid!phiners 340 I. Gnun.o; L»VOC per liter of coating including water and including exempt compounds. 2. The speci fled limit I I remain inctiect unles.revised limits aw li.Vedin subs. l - qucnt columns in the table. 3. Values in this tnble are derived from thoe tpecified by the Califumia Air RL'St\urces Board, Arehitecruntl Coatings Suggcs.ted C.onlntl Measure-. February L 2008. More information is m:nilobl" front the Air R"sauna. "D Boord. E DEVELOPMENT SERVICES 1 TABLE 4.504.1 ADHESIVE VOCLIMJJU Lees Water and Leas Exempt Compounds in Grams ., � t is, ARCKnECTURALAPPUCAnOHS CURRENTVOCUNJT IndoPr UUltCl ndhesi\-es Camet Y1 JutrinorrJU^el A -i "" F .- 1 11 Wtw.wl init a.l i,-.- 7'U R•br71ooroffl c:.lv 6_ Subtloor adh.1 Cs SO Cc:nuni' tile:..the:.ivc 65 VC'P mid asphalt tile ooMshcs Dtvwnllend ram-!adheaiv" ! CtNe bme esive- J Mu!cirm:ti011eco: £t!U(tion.ildh i to 70' Structural gkuin;t'gcihesiv, 1(10. Silhylo I:&mc. fr.Iembr nco.d.IIi-cm 2:0 Other ac'i -:s tat s.:cc0<W1v Ii tal 5- SPECIAITV APPUCAIIOf PVC weldinit . relduMI 10 AHS %ddillll Ii PbstiL u.-recn: weldia. «250 dhcnt''" < ' 'c 5 0 c. -:n Wki. ' 80'. Strucwnl wood memberndlleslve TcP mid On .teesrrrc p - SU STRATE P CIRC P UCATIONS Mttal to mellll . 3. Pbstic fi>ains 50 Porousmaletinl ie Piwoodl 50 W-vrd :n Rea o:[: > -s . 80 I. if m ult-ivc. "', i -t In hand OL4.V.dl Qtb'rtavlllt: Mxdler, die ocil....:iv- --tuilJtthr-hi!ldL-VOCVMIGln!lballbeutluws:..—..-----_-..__._.-......_.-_ .. -_ 2.Fotudrhtiorshlinfmaatton .r_ gmethoalntomVOCcont.mt s�c::iFed'in Lblslllb!e. see Sour!! Coast Air Qlulity Maruv< nt Di.str.C1 TABLE 4.50:1.2 SEALANT VOCUMIT Lese W:ator and LGcv Exompt Compounds'in Grams per Utor SEALANTS CURRENTVOC LIMIT ARI itecruml 2SO Marine deck, Nrin....•,..hnon:o IUO( 760 300 U.<ttdwmo 7'U Still! 11'-nb:m>fr.lrmhr.Irtr 4\0 Other .420 SEALANT PRNERS Arclil i.•Cluml Nmp-xr.ald Pok/ut 2.0 1'YS Modifl.•1 bitwruaous .criIIC deck Soo 760 U bcr 1 J 4011 Sierra College Blvd., Loomis, CA 95650 Phone (9-16) 652-4655 Fax .(916) 65273860 5033 Feather River Blvd., Ofivehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 "Serving The Best Builders' WWW.GOHOMEWOOD.COM Truss Calc Submittal Client. RECEIVED David Tro ren b l ey APR 2 5 2017 TRB AND ASSOCIATES Project: BUTTE COUNTY BUILDING DIVISION -- - Trombley Residence APPROVED 1317-0705 A- I - .)55.350.0,34, WET SEAL 3345 Hamlin Canyon Ct. APRIL 19. �, 2017 Ns.F 11c] Paradise, CA REVIEWED FOR CODE COMPLIANCE Truss Desianer: Tracking Work Order # :JUN 0 9 2017 Bryan Wagner 0770317 TRB AND ASSOCIATES .(530)743 Phone: (530) wan paTt-a � (�Il� -I- PH (530) 743-8855 Tromblay E2eS 1C12I1Ce SALES REP: BW WO#: 0770317 Fax (530) 743-8856 DUE DATE: 03/31/17 SCALE: 1"=9' 0" / Davici Tromblay DSGNR/CHKR: MTS / BW Date: 4/3/2017 12:04 Ll— 20.00 psf D—Fac-Lbr 1.25 3345 Hamlin CariyOrl (--t--TC HOMEWOOD TRUSS CO . Pa ra Cl j- Sem CA TC Dead 14.00 ps£ DurFac-Plt 1.25 / 1 \ V �� BC Ll— 0.00 psf O.C. Spacing: 2 5033 FEATHER RIVER BLVD _ SC Dead 8.00 ps£ Design Spec: CBC -2016 #Tr/#Cfg: 204 / 34 OLIVEHURST, CA 95901 Total 42.00 psf Job Name: Trombley Residence Truss ID: A01 4/3/2017 Qty: 2 BRG X -LDC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. •^(PM]=PLATE MONITOR USED -See Joint Report" DIR: Dri Ve�077O317_L000O7_300001 UPLIFT REACTION(5) : W0: Dri ve�L0770317_L000 1 2- 2-12 778 5.50" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 TC Live 20.00 psf Support C&C Wind Non -Wind for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. 2 15- 9- 4 793 5.50" 1.50" 2x4 DFL STANDARD 11-5 Fabrication Tolerance - 20.0% -TC Dead' - 14.00 psf 1 -124 lb conformance with ANSI7rP1 i, or for handling, shipping, installation S bracing of trusses. - A seat on this drawing or cover page listing this.drawing,.Indicates acceptenee.of professional.enginderfng.responsibility - ._ _ - . - MAX DEFLECTION (span) : WEB 2x4 DFL STANDARD - Bearings designed for an FcPerp value of the -of BC Dead 8.00 psf 2 -199 lb ' L/999 MEM 3-4..(LIVE) LC. 85 _..__.__.-Kcr.(creepp factor) - 3.00 . .- lesser the truss -chord lumber value or -_ _. HORIZONTAL REACTION(S) L- -0.06" CC- -0.05" CL= -0.11" Refer to 3oint QC Detail Sheets for - 625 for all bearings. support 1 195 1b MAX DEFLECTION (cant) : Cq factors.and Rotational_Tolerances..,,.__._ IRC/IBC truss -plate values. -are based on ._ support 2 195 lb- b_L/999 L/999MEM 5-6 (LIVE) LC 93 L= CC= 0.00" CL= Loaded for 10 PSF non -concurrent BCLL. - testing and approval as required by IBC 1703 in "" This truss is designed using the- - ASCE7-10 Wind Specification ' - - ' -0.01" -0.02" EX.WB DEF CRITERIA:L/120 - Loaded for 200# non -Concurrent moving BCLL. Permanent bracing is required to - - and AN andarereported ESR -1118. - Loaded for 300 lb non -concurrent moving Bldg Enclosed - Yes, IN MEM 6-13; T- 0.00" - pprevent rotation/toppling. See TCLL. Truss Location = Not End Zone Category -r_ Joint Locations o 1 0- o- 0 e z- o- o 2 2- 1-12 9 6- B- 9 BCSI and ANSI/TPI 1. Not designed for attic storage unless Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER.VALUE5. Exp C Bldg Length = 78.00 ft, Bldg Width 70.00 ft. 3 6- B- 9 10 11- 3- 7 4 11- 3- 7 11 15-10- 4 not of erwise. Mean roof height - 12.10 ft, mph = 110 Occupancy Categor II, Dead Load 13.2 psf 5 15-10- 4 u 15-10- 4 - - •- Designed as Main ind Force Resisting System - -- 6 1a- 0- 0 13 1a- 0- 0 - - -- _ - Low-rise and Components and Cladding 7 0- 0- 0 Tributary Area = 37 sqft cMICAL MEMBER FORCES: IT CDMP. DUR.)/ TENS. DUR. CSI Vertical members exposed to wind: 7- 1, 6-13 1-2 -63 1., )/ 435 1.25 0.26 ---------- ---------------- LOAD CASE #1 DESIGN LOADS 2-3 -905 1.x5)/ 90 1.60 0.37 Dir L.PIf L.Loc R. PIf R. Loc LL/TL 3-4 -693 1.z5)/ 71 1.60 0.36 TC Vert 68.00 0- 0- 0 68.00 18- 0- 0 0.59 4-5 -SS 1.z5)/ 4So 1.2S o.36 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 S-6 -72 1.25)/ 484 1.25 0.26 - BC Vert 16.00 2- 0-0 16.00 16- 0- 0 0.00 BC COMP. (DUR.)/ TENS.(DUR.) CSI 7-8 30(1.25) 0.12 BC Vert 24.00 16- 0- 0 24.00 18- 0- 0 0.00 -22(1.25)/ 8-9 -279(((((1.25)/ 21f 0.20 - 9-10 -223 1.60)/ 90f 1.25) 0.31 10-11 -32 1.60)/ 195 1.60) 0.31 11-12 -756 1.25)/ 21. 1.60 0.09 (((((1.25) 12-13 -26 1.25)/ 26 1.25) 0.11 MB COMP. DUR. / TENS. DUR. CSI 12-5 -426 1.253/ 116 1.60 0.08 1-7 -45 1.60 / 169 1.25 0.07 1-8 -455 1.25)/ 70 1.60 0.06 .11 2 - "' 3 - 4 5 6 - 2-8 -683 1.25)/ 10S 1.60 0.08 2-9 -58 1.60)/ 81S 1.2S 0.33 2.00 3-9 -184 1.25))/ 62 1.2S 0.03 3-10 -442 1.25)/ 76 1.60 0.19 - - 4-10 -236 1.25 / 100 1.60 0.04 2.5X4 4-12 -736 1.25 / 150 1.60 0.27 10-12 -177 1.60)/ 742(1.25) 0.30 6-12 -563 1.25)/ 92((1.60)) O.oil 1.5X3 T 6-13 -52 1.60)/ 192 1.25 0.08 2.5X4 1-6-0 t 2.5X4 - - 0 3X4 2.5X4 7X10 T1.5X3 I SHIP 1 2-8-0 2FE .5X41 3- -0 1.5X3 2.0 B16 0-4-0 3X4 3X8 W 2'0 W:508 2-0-0 R:778 508 R:793 2_0_0.. Q� 1 2-0-0 1 U:-124 U: 199 S 2-0-0 1 .4 '. 14-0-0 ; •r. 1 7 8 9 18-0-0 1 10 112 13 _ •� 268 - /Homewood Truss V n/ ALMNIF AN t rw COMPANY 120 N. Great SIN Pkwy. Grand Prairie, TX 75050 . All connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 Be., "S' for Super ort. Circled plates and false frame plates Strength 18 ga. Plates are to be positioned per Joint Detail Report. 4/3/2017 are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates. "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: David Trombley *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri Ve�077O317_L000O7_300001 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Dri ve�L0770317_L000 Safety Information, by TPI and WrCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r: MTS #LC = 117 WT/PLY: 12 noted otherwise• top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1.2 5 P=1.2 5 for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any f.ii- to build the truss in -TC Dead' - 14.00 psf Rep Mb c Brill / Comp / Tens conformance with ANSI7rP1 i, or for handling, shipping, installation S bracing of trusses. - A seat on this drawing or cover page listing this.drawing,.Indicates acceptenee.of professional.enginderfng.responsibility - ._ _ - . - _ BC -Live- --0.00.-psf -.. r. .1.00. /. 1.:00 / 1.00' solely for the design shown. The suhablilty and use of this drawing for any structure Is the responsibility of the Building -• BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Deslgnerper ANSYTPI f Sec.2 For more information see this job's general notes page and these web sites: TRUSPLUS 6.0 VER: T6.5.21 ,rMe,ti.m,,, ��,,,, , arra M . ,n„a ..Irr „�,,ae,en, Bldg Code: Job Name: Tromble l; BRG X -LOC REACT SIZE REQ'D 1 2- 1-12 686 3.50 1.50" 2 3- 6-14 207 3.50" 1.50" 3 5- 1-12 195 3.50" 1.50" 4 6- 8- 9 642 3.50" 1.50" 5 8- 2-14 200 3.50" 1.50" 6 9- 9- 2 200 3.50" • 1.50" 7 11- 3- 7 814 3.50" 1.50" 8 12-10- 4 195 3.50" 1.50" 9 14- 5- 2 213 3.50 1.50" 10 15-10- 4 0 3.50" 1.50" 11 16- 0- 0 754 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 89 L- -O.OS" CC- -0.04" CL= -0.09" MAX DEFLECTION (cant) : L/999 MEM 5-6 (LIVE) LC 93 L- -0.02" CC- -0.01" CL= -0.04" EX.WB DEF CRITERIA:L/120 IN MEM 6-13; T- 0.00" Joint locations o 1 0- 0- 0 8 2- 0- 0 2 2- 1-129 10 9 11- 3 6- 8- 79 3 6- 8- - 4 11- 3- 7 11 15-10- 4 115-10- 4 12 15-10- 4 18- 0- 0 13 18- 0- 0 7 0- 0- 0 CRITICAL MEMBER FORCES: TC COMP. DUR.)/ TENS. DUR. CSI 1-2 -2 1.60 / f73 1.25 0.28 2-3 -77 1.2f / 168 1.2f 0.40 3-4 -58 1.60 / 235 1.25 0.39 4-5 -f7 1.2f / 633 1.2f 0.42 5-6 -45 1.2f / 671 1.25 0.32 BC COMP .(OUR.)/ TENS.(DUR. OCSI 7-8 -23(1.25)/ 29(1.23 .07 9-10 % 0.0 10-11 S 11-12 -74S(1.25)/ 0.12 12-13 -26(1.2S)/ 26(1.25) 0.11 I COMP. DUR. / TENS.(DUR.) CSI 12-S -626 1.2f 1-7 -40 1.60 / 173(1.25) 0.07 1-8 -592 1.21 / 0.07 2-8 -593 1.25 / 0.07 2-9 -1f1 1.21 / 232 (1.2S) 0.09 3-9 -609 1.25 / 0.07 3-10 -141 1.25 / 51(1.25) 0.06 4-10 -689 1.2S / 0.10 4-12 -390 1.25 / 45(1.23) 0.14 10-12 -222 1.25 / 0.10 6-12 -740 1.25 / 18(1.23) 0.10 6-13 -50 1.60)/ 192(1.25) 0.08 Residence TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & 8tr. 2x4 DFL STANDARD 11-5 DG SLIDER 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD CBL BLK 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors"and Rotational -Tolerances.— — ' Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL._ Mark all interior bearing locations. Install interior suPport(s) before erection. Building designer shall verify gable loads and eave loads, if applicable. ( gable bracing required @ 42" intervals, 4exposed to wind load applied to face. . See ITWBCG's Gable Bracing Details. The sloping top chord may be notched pperiodically 3.5" deep maximum X 3.5" long for outlookers, only in the area above the let -in studs. Do not over - cut. No notching allowed in overhang, heel panels or where shown by (NNL). Truss ID: A01G .__.8 - -4 lb .� Qty: 1 ATE MONITOR UlE2014e Joint Report- ;-[PM]-PLATE IPLIFT REACTION(S) : g Support C&C Wind Non -Wind Fabrication Tolerance = 20.0% 1 -111 lb Bearings designed for an Fc Perp value of the _ 2 -2 lb .. lesser of the truss chord lumber value or - 3- • - -4 lb 625 for all bearings. 4 _ -104 lb Kcr (creep factor) 3.00 IRC/IBC truss latealu s are based - .5-. ^` 6 " -- -3 -3 lb - lb ' v e e on testing and approval as required by IBC 1703 and ANSI/TPI-and are reported in E5R-1118. Loaded for 300 lb non -concurrent moving 'TCLL. Permanent bracing is regwired to prevent rotation/toppling. See BCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. 7' -' -132 lb - - - .__.8 - -4 lb .� 9 -4 lb 18- - 11 -122 lb HORIZONTAL REACTIONS) 2X4 support 1 -392 1b support 4 251 lb 2X4 2.5X4 2X4 support 7 139 lb ,- -0 This truss is designed using the A5CE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category = C Bldg Length 78.00 ft, Bldg Width - 70.00 ft 4-6-0 Mean roof height - 11.95 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf SHIP 3I Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 72 sqft Vertical members exposed to wind: 7- 1, 6 -13 ----------LOAD CASE #1 DESIGN LOADS ---------------- 3X6 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 136.00 0- 0- 0 166.00 18- 0- 0 0.59 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 BC Vert 16.00 2- 0- 0 16.00 16- 0- 0 0.00 1 2 3 4 5 6 BC Vert 24.00 16- 0- 0 24.00 18- 0- 0- 0.00 2.00 TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Site ngth 20 ga.,'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI /^\\ (C41 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses re0uire extreme care in fabricating, handing, shipping, instal5ng and bracing. Refer to and follow the latest edition of BCSI (Building Component safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BC51. unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown it ri �� t� rt far permanent Lateral restraint n webs Joint have bracing installed ed par BCSI sections 83. B7 or 870, as applicable. Apply plates to each lace of truss and /L�/ UI II IIL_J ��.I position as shown above and on the Joint Details report uNess noted omarwise. Alpine, a division of ITW Building Components GrouD.lnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in - _ AN ITW COMPANY c-1wrr once with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professional engineering responsibility 120 N. Groat SWPkwy. Grand Praide, TX 75060 solely for the design shown. The sultabllMy and use of this drawing for any structure Is the responsibility of the Building DesignerperANSI/TPI 1 Seat TRU S PLUS 6.0 VER • T6 . S . 2 1 For more information see this job's general notes page and these web sites: ALPINE:-aloineitw.eorn TPI: w toinstoro: Wick www.ebcindustit orn: ICC: vr�. yL. ticygafa or, 17 Cust: David Trombley DIR: Drive_h_0770317_L00007_100001 W0: Drive_ML0770317_L000 Dsgnr: MTS #LC = 95 WT/PLY: 172 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead .. 14.00 p'sf Rep Mbr Bnd / Comp / Tens _BC,L,i_ve__.-._:-•_.-0..00_ps.f._...00_/._1..00_/_1;.00-. BC Dead , "' 8.00 psf O.C.Spacing -•2- 0- 0 . B1dg.Code: CBC -2016 DEFL RATIO: _L/Z40.TC: L/24 2X4 2X4 18- - 2.5X 2X4 2X4 2X4 2.5X4 2X4 ,- -0 2X4 2X4 2X4 2X4 2'S 2X4 2,5X4 7X1QT 4-6-0 2.5X4 I 21 0 F SHIP 3I 117 lT 0 4 0 2,5X4 3X6 2.SX 2.0 5X6 16-0-0 2.0 12-0-0 14-0-0 18-D-0 I 7 8 9 10 112 13 TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Site ngth 20 ga.,'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI /^\\ (C41 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses re0uire extreme care in fabricating, handing, shipping, instal5ng and bracing. Refer to and follow the latest edition of BCSI (Building Component safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BC51. unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown it ri �� t� rt far permanent Lateral restraint n webs Joint have bracing installed ed par BCSI sections 83. B7 or 870, as applicable. Apply plates to each lace of truss and /L�/ UI II IIL_J ��.I position as shown above and on the Joint Details report uNess noted omarwise. Alpine, a division of ITW Building Components GrouD.lnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in - _ AN ITW COMPANY c-1wrr once with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professional engineering responsibility 120 N. Groat SWPkwy. Grand Praide, TX 75060 solely for the design shown. The sultabllMy and use of this drawing for any structure Is the responsibility of the Building DesignerperANSI/TPI 1 Seat TRU S PLUS 6.0 VER • T6 . S . 2 1 For more information see this job's general notes page and these web sites: ALPINE:-aloineitw.eorn TPI: w toinstoro: Wick www.ebcindustit orn: ICC: vr�. yL. ticygafa or, 17 Cust: David Trombley DIR: Drive_h_0770317_L00007_100001 W0: Drive_ML0770317_L000 Dsgnr: MTS #LC = 95 WT/PLY: 172 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead .. 14.00 p'sf Rep Mbr Bnd / Comp / Tens _BC,L,i_ve__.-._:-•_.-0..00_ps.f._...00_/._1..00_/_1;.00-. BC Dead , "' 8.00 psf O.C.Spacing -•2- 0- 0 . B1dg.Code: CBC -2016 DEFL RATIO: _L/Z40.TC: L/24 Job Name: Trombley Residence Truss ID: B01 Qty: 8 Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates BRG X -LOC REACT SIZE REQ -0 TC 2x4DFL #1 & Btr. "[PM) -PLATE MONITOR USED -See Joint Report" UPLIFT REACTIONS) : 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1 2- 2-12 1276 5.50" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind /\ Trusses require enreme care in fabricating, hanming, shipping, installing and bracing. Refer to and follow the latest edition of BCS) (Building Component 2 27- 9- 4 1290 5.50" 1.50" 2x4 DFL STANDARD 13-6 Fabrication Tolerance =-20.0% 1 -176 lb ry noted othervviatiotop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown MAX DEFLECTION (s an) : WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 2 -265 lb •. L/999 MEM 3-4 (LIVE) LC100: Kcr (creep factor) - 3.00 lesser. of the truss chord -lumber value or - -. HORIZONTAL REACTION(S) posAlpi as shown above and ma Joint Details unless hated L= -0.23" CC= -0.30" CL= -0.53" Referto Joint QC Detail Sheets for a 625 for all bearings. - _ - support 1 266 b ui "-agna, a division of ITWBuildinp Components Group Inc., shall not be responsible for any deviation from this drawing. any feilureto -build Ma trussin • Group t berrespo 4 ' MAX DEFLECTION (cant) : ': Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on- - _ _ support 2 -.266-1b conformance with ANSIrTPI 1, or for handling, shipping• installation a bracing o1 trusses. - L/999 MEM 8-9 (LIVE) LC141 -•- L- -0.02" CC- 0.03" CL= 0.04" -Loaded for 10 PSF non -concurrent BCLL.' -'- testing and -approval as required by IBC1703-r� r --This ANSI/TPI in truss is designed using the. ASCE7-10-Wind - - _ -- Loaded for 200# non -concurrent moving BCLL. EX.WB.DEF CRITERIA:L/120 c s._.Permanent bracing -is required to - and and are reported ESR -1118. - Loaded for 300 lb non -concurrent moving _ - Specification Bldg Enclosed - Yes, - - IN 7-15; T= 0.00" Prevent rotation/toppling. See TCLL - `" ' - Truss Location Not End Zone* - Joint Locations ® SCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. Exp Category = C 1 o- 0- 0 9 z- 0- 0 Not designed for attic storage unless PLATING BASED ON GREEN LUMBER VALUES: - Bldg Length 78.00 ft, Bldg Width - 70.00 ft - z z- 1-12 l0 9- 0- 0 noted otherwise. Mean roof height - 13.10 ft, mph = 110 3 9- o- o 12 15-10- 4 4 15-10- 4 21- 6- 0 Occupancy Cate or II, Dead Load 9 13.2 psf 5 z1- s- 0 13 z7-100- 4 11 - � -� � � Designed as Main ind Force Resisting System I z7-10- 4 14 z7-10- 4 - Low-rise and Components and Cladding 7 30- 0- 0 15 30- 0- o8 - Tributary Area = 61 sgft 00 CRITICAL MEMBER FORCES: Vertical members exposed to wind: 8- 1, 7-15 TC COMP. DOR. / TENS. OUR.) CSI - - ----------LOAD CASE #1 DESIGN LOADS ---------------- l.zs) 0.49 1-2 -155 1.zs3/ 377111.255) Dir LPlf L.Loc R.Plf R.Loc LL/TL 2-3 -24fiz 1.zs / 2161.60)))) 0.73 TC Vert 68.00 0- 0- 0 68.00 30- 0- 0 0.59 3-4 -2097 l.zs / 1sTl.fio o.az 4-5 -1244 1.25 / 1181.60 0.40 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 5-6 -192 1.25 / 416.2 00.47 BC Vert 16.00 2- 0- 0 16.00 28- 0- 0 0.00 6-7 -191 1.25)/ aa4 o.as _ BC Vert 24.00 28- 0- 0 24.00 30- 0- 0 0.00 BC COMP. DOR.)/ TENS. WR.) CSI 8-9 33 0.26 -19 1.25)/ 1.25) 9-10 -288 1.60)/ 472 1.25) 0.37 _ - -• - - - 10-11 -390 1.fi0)/ 2410 1.253 0.53 - 11-12 -311 1.fi0 / 2004 1.25 0.44 12-13 -51 EBB 266 1.60) 0.40 289 _ 13-14 -1z44 1.25)/ 1.60) 0.19 14-1S -26 1.25)/ 26 1.25) 0.11 Wa COMP. DUR.)/ TENS. WR.) CSI 1 2 3 4 5 6 7 14-6 -511 1.24)/ 167 1.60) 0.10 1-8 -81 1.25)/ 151 1.25) 0.06 1-9 -388 1.25)/ 190 1.225) 0.08 2.00 2-9 -1230 1.2S)/ 176 1.603 0.14 2-10 -149 1.60)/ 1984 1.25 0.81 3-10 -279 1.25))/ 101 1.60 0.04 2.5X4 3-11 -2570 1.25 / 89 1.60 O. S2 4-11 / 343 1.25 0.14 - ' 1.5X3 T ' 4-12 -963 1.25)/ 126 1.60 0.72 5-12 -178 1.25)/ 139 1.60 0.10 4)(4 5-14 -1172(((1.25)/ 160 1.60 0.83 12-14 1448 1.25) 0.259 - SXB 1.5X3 1_6_D _ -148(1.60)/ 0.08 7-1S 542 1.60)% 192(l.25) 0.08t 2.5X4 2.5X4 610 3X10 1 6.6_0 2.5X4 4- -0 5-Q-0 T tSHIP 1 0 2.5X4Pill 1II 1.5X3 5X6 6X6 2.5X4 6X8 B2 0 4 0 2.00 W:508 2 0 B1 2-0-0 W 508 R:1290 2-0-0 w►1 W. i!v. R:1276 U:-176 .2-0-0. 12-0-0 I 26-0-0 30-0-0 14 8 9 10 11 12 1315 4/3/2017 LUST: Uavia IromDley DIR: Drive_.ML0770317_L00007_100001 Wil: Drive- L0770317_L000 Dsgnr: MTS #LC = 141 WT/PLY: 21 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp'/ Tens _BC _Li .ve___=.:0.DO- psf- 00_/ 1.00_/._.1..00 BC Dead` 8.00' psf , O.C.Spacing '- 2- 0-0, Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! CCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses require enreme care in fabricating, hanming, shipping, installing and bracing. Refer to and follow the latest edition of BCS) (Building Component Safely Informn, by TPI and V✓TCA) for safety practices prior to performing these functions. Installers shall provide temporary bredng per BCSI. Unless ry noted othervviatiotop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs shag have bracing installed per BCSI sections 83. 87 or BIO. as applicable. Apply plates to each face of truss and posAlpi as shown above and ma Joint Details unless hated ui "-agna, a division of ITWBuildinp Components Group Inc., shall not be responsible for any deviation from this drawing. any feilureto -build Ma trussin • Group t berrespo 4 ' AN ITW COMPANY conformance with ANSIrTPI 1, or for handling, shipping• installation a bracing o1 trusses. - -- - A seal on this drawingor cover page listing this. drawing, Indicates acceptance of professional engineering responsibility....---• - 2820 N. Greer SWPMwy. GmndPrenye, TX 750fi0 - solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - - DesignerperANS171"PI 1 Seat TRU$PLU$ 6.0 VER' T6.5.21 ' For more information see this job's general notes page and these web sites: ALPINE: wvvw.etoineitw.com: TPI: www.thinstareWTCA: www .shcindasM are ICC: www.i-afn are 4/3/2017 LUST: Uavia IromDley DIR: Drive_.ML0770317_L00007_100001 Wil: Drive- L0770317_L000 Dsgnr: MTS #LC = 141 WT/PLY: 21 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp'/ Tens _BC _Li .ve___=.:0.DO- psf- 00_/ 1.00_/._.1..00 BC Dead` 8.00' psf , O.C.Spacing '- 2- 0-0, Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2 Job Name: Trombley Residence Truss ID: B01 F Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. lateral UPLIFT REACTION(S) C&C Wind Non 1 2- 2-12 673 5.50 2 15- 6- 8 1084 3.50" 1.50" 1.50" BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD 13-6 ® Refer to BCSI for proper required restraint. For alternative web bracing, Support -Wind 1 -96 lb Li r L=1. 2 5 P=1. 2 5 3 17- 6- 5 190 3.SO" 1.50" -1.50" DG SLIDER 2x4 DFL #1 & Btr. see JTWBCG's standard details. 2 -148 lb - 4 19- 6- 3 230 3.50" Rep Mb r Bnd /Comp / Tens WEB 2x4 DFL STANDARD • [PM)=PLATE MONITOR USED -See Joint Report•• _ 3 -3 lb -118 lb S 21- 6- 0 1239 3.50" 1.50" GBL BLK 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 4 -5 lb Designer per ANSIITPI t Sec.2 6 23- 1- 8 19S 3.50"- 1. SO" Bearings designed for an FcPerp value .of the Fabrication Tolerance - 20.0% ._ 5.._ _ 7158 lb - - 7 24- 9- 0 20S 3.50" 1.50 lesser of the truss chord -lumber value or - Kcr (creep factor) a 3.00 - "'6 - -3 lb 8 26- 4- 8 213 3.50" 1.50 625 for all bearings. Refer to Joint QC Detail Sheets for -7 -3 lb -9 27-10- 4 0 3.50 1.50" -IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 8 -3 lb - 10 28- 0- 0 965 3.50" MAX DEFLECTION (span) : 1.50" testingg and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. 10 -121 lb L/873 MEM 3-4 (LIVE) LC100 and ANSI/TPI and are reported in ESR -1118. Loaded for 200# non -concurrent moving BCLL. HORIZONTAL REACTION(S) L= -0.19" CC- -0.09" Q= -0.27" Mark all interior bearing locations. Loaded for 300 lb non -concurrent movingsupport 2 -422 lb MAX DEFLECTION (cant) Install interior support(s) before erection. designer loads TCLL. Permanent bracing is to support S 423 lb This truss is designed the L/760 MEM 6-7 (LIVE) LC117 Building shall verify gable required See using ASCE7-10 Wind Specification L- -0.03" CC- 0.01" CL- -0.03" EX.WB DEF CRITERIA:L/120 and eave loads, if applicable. ... [+1 gable bracing required 0 42" intervals, prevent rotation/toppling. SCSI and ANSI/TPI 1. Bldg Enclosed = Yes, IN.MEM 7-1S; T. 0.00" i exposed to wind load applied to face. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. Truss Location - Not End Zone Exp Category C = Joint Locations ® '!-'o- 1 o- 0- 0 9 2- 0- 0 See ITWBCG's Gable Bracing Details. The sloping top chord may be notched pperiodically Not designed for attic storage unless noted otherwise. = Bldg Length 78.00 ft, Bldg Width Mean roof height m 12.95 ft, mph a 70.00 ft 110 2 2- 1-12 l0 9-10- 0 3 9- 0- 0 11 15-10- 4 3.5" deep maximum X 3.5" long for outicokers, only Occupancy Cate ory II, Dead Load 9 13.2 psf 4 15-10- 4 12 11- 6- 0 in the area above the let -in studs. Do not over- W Designed, as Main wind Force Resisting System s z1- 6- 0 11 27-10- 4 cut. No notching allowed in overhang, heel - Low-rise and Components and Cladding 6 27-10- 4 14 27-10- 4 anels or where shown b (NNL). p Y ft Tributary Area - 92 s ft sq 7 30- 0- 0 15 30- 0- 0 0-a-0 - Vertical members exposed to wind: 8- 1, 7-15 CRITICAL MEMBER FORCES: - ----------LOAD CASE #1 DESIGN LOADS ---------------- Tc COMP. DUR .11 TENS. DDR.) CSI Th1)/ Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 -15e ash l.is> 0.46 2-3 l.zs)/ 141 1.60) 0.54 TC Vert 68.00 0- 0- 0 68.00 18- 0- 0 0.59 -659 3-a -58 1.60 / 504 1.25 0.f4 TC Vert 166.00 18- 0- 0 186.00 BC Vert 24.00 0- 0- 0 24.00 30- 0- 0 0.59 2- 0- 0 0.00 4-s -7s 1.60 / 188 1.25 0.78 S-6 -245 1.zs)/ S6o 1. zs) 0.76 - BC Vert 16.00 2- 0- 0 16.00 28- 0- 0 0.00 6-7 -249 1.25)/ S69 1.2S 0.69 BC Vert 24.00 28- 0- 0 24.00 30- 0- 0 0.00 BC COMP:(DUR.)/ TEN OUR CSI 1 2 3 4 $ 6 8-9 -20(1.253/ 32 (1.2f) O.zf 9-10 -268((1.25 / 404((1.25) 0.36 12 - -105 1.60) 614 1.25) 00:19 2.00 11 12 2X4 13-14 -908(1.25)% 0.14 2X4 2X4 2X4 14-1f -26(1.25)/ 26(1.25) 0.11 17-1 - 2X4 2.5X4 WB CDMP. OUR. / TENS.(DUR.) CSI 2X42 2) 1 -0 14-6 -983 1.25))/ 0.10 1-8 -7S 1.25)/ 11411.25) 0.06 5X4 2X4 2X4 - - -- 1-9 -470 1.25)/ 183 1.25) 0.07 2X4 2X4 7 2-9 -607 1.2S)/ 1261(11:210) 0.07 2-10 -20 1.60)/ 46 5 0.19 2X4 2X4 y(4 7X10 3-10 -252 1.60)/ 148 1.25) 0.10 6 -0 2X4 2X4 4 6PHIP 3-11 -1128 1.1f / 153 1.60) 1.00 4-11 6291.2000.12.5X4 I 4_R_D 5-�D a- 107 1.60 / z90 1.zs; a.1z 2.5X4 5-u -1088 1.25 / 0.30 T I 5-14 -262 1.3f / 263(1.25) 0.19 12-14 -299 1.25 / 0.31 1�0 7-14 -630 1.If / 236(1.25) 0.10 7-10 -SO 1.60 / 192(1.25) 0.08 5 0-4-0 2.5X4 4 4 2X4 5X6 2.5X4 Bl �� .. i2 -Q-01 .2-0-0 26-0-0 30-0-0 IB s 10 11 12 1245 TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false /lame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombl ey CCA! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_M_0770317_L00007_J00001 ^ require extreme care in fabricating, handling, sNpping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Drive -M -0770317-L000 Safety Information, by TPI and WTCA) tot safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r: MTS #LC = 127 WT/PLY: 313 v VTrusses rN noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 sf Li r L=1. 2 5 P=1. 2 5 rr r- �� r^� ri f II�IIL1F J) I�r��\V`I for permanent lateral restraint of webs shall have bracing installed per Cher ise. rn B3, B7 or 810, as applicable. Apply plates to each face of truss and posi e' as shown amus and on the Joint Details report, uNess noted otherwise. TC Snow Pf 0.00 psf ( ) owDu SnOWDU r L=1.15 P=1.15 III III II IL�`� Alpine, s division of ❑W Building Components Group Inc.. shall not be responsible for airy deviation from this drawing, any failure m builtl the truss in TC Dead 14.00 psf Rep Mb r Bnd /Comp / Tens _ _ _ AN ITw COMPANY conformance with ANSlrSPI 1, or for handling, shipping, iistaflation & bracing of trusses. '- A seal on this drawing orcoverpage llsting,th/s. drawing, Indicates acceptanceofprofesslonal engineering responsibility -... �-.•�- -BG-L.1.ve-.-0.:,::,.._0..00-psf-_.._.. 7920 N. G -t Sw Pkwy. Gnnd Pralrle, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8:00 psf 0. C .Spacing 2- 0- 0 Designer per ANSIITPI t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For mora information see this job's general notes page and Nese web sites: ALPINE:w.car"Idajjtx m TPl:ww.vtninsterorWick wwws ind SgiL ICC: wwwicnsafaern Bldg Code:- CBC -2016 DEFL RATIO: L/240 TG L/241 Job Name: Trombley Residence Truss ID: C01 Qty: 8 (154) BRG X -LOC REACT SIZE REQ'D' TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTIONS) : W0: Drl ve�L0770317_L000 1 2- 2-12 1356 5.50" 1.50" 2 29- 9- 4 1378 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2x6 DFL #2 13-6 ® Refer to BCSI for proper required lateral restraint. For alternative web bracing, Support C&C Wind Non -Wind 1 -142 lb noted otherwise, top chord shall have property attached structural sheathing entl bottom chard shall have a properly attached dpd ceiling. Locations shown MAX DEFLECTION (span) : WEB 2x4 - DFL .STANDARD see.ITWBCG's standard details. 2 -246 lb TC Snow(Pf) 0.00 psf L1999 MEM 4-5 (LIVE) LC111 _ Fabrication Tolerance =•20:0%--'-•- - - - - "'Designed per ANSI/TPI-1-2014- - - " - - •' -'- HORIZONTAL REACTIONS) - L. -0.24" CC= -0.21" CL= -0.45" Kcr (creep factor) - 3.00 Bea rings designed for an FcPerp value of the support 1 371 lb• 2820 N. Great SWPkwy. Grand Aside, Tx 75050 MAX DEFLECTION (cant) Refer to Joint QC.Oetail Sheets for "` - lesser of the truss chord lumber value or -support 2. •.371.1b Designerper ANSIITPI 1 Sec.2 - - L/999 MEM 14-15 (LIVE) LC124 %.Cq factors'andRotational Tolerances.-- - - 625 for,al-1--bearings. -This-truss is designed using the Bldg Code: CBC -2016 L= -0.02" CC= -0.01" CL= -0.03" - 'Loaded*for'10-'P5F.non-concurrent:BCLL:� - IRC/IBC truss plate values -are based on - ASCE7-10 Wind Specification - =- EX.WB DEF CRITERIA:L/120 Loaded for 200# non -concurrent moving BCLL. testingg and approval as -required by IBC 1703- - _ -Bldg.Enclosed .,Yes, ,-- ---.-.-._ ,Truss IN MEM- 7-15: T. 0.00" e= 2oint:l.-tions ® Loaded. for 300 lb non -concurrent moving TCLL. and AN andarereported in ESR -1118. -' _- Permanent bracing is required to Location Not End Zone Exp Category = C 1 0- o- 0 9 z- 0- 0 2 2- 1-12 10. &- 1-12 Shim bearings (if needed) for req. support. prevent rotation/toppling. See - Bldg Length = 78.00 ft, Bldg Width - 70.00 ft - 3 8- 1-12 a 11- o- o a 1s- o- 0 lz zz- 3- 0 PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless 9 - BCSI and ANSI/TPI'1. _+ _ .. - Mean roof height - 14.60 ft, mph = 110- Occupancy Categor II, Dead Load - 13.2 psf y 5 22- 3- 0 13 29- 9- 4 noted otherwise. _ Designed as Main Wind Force Resisting System 6 29- 9- 4 14 29- 9- 4 - - Low-rise and Components and Cladding 7 32- 0- 0 15 32- a- 0 - .. Tributary Area - 65 sgft _ - s o- 0- 0 CRITICAL MEMBER FORCES: - Vertical members exposed to wind: 8- 1, 7-15 -•- OUR. csi TC COMP. DUI. / TENs.1EM - -- ___- ---- --LOAD CASE #1 DESIGN LOADS - 1-z -109 l.zs�/ 411.25 0.41 .- _ Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-3 -2190 1.25 / l6s1.so 0.19 .. - TC Vert 68.00 0- 0- 0 68.00 32- 0- 0 0.59 3-4 -1969 1.25))/ 1461.60 0CI BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 'D.DD 4-5 -1159 l.zf)/ 861.60 0.75 S-6 -272 1.z0 / Eosl0.72 - - " BC Vert 16.00 2- 0- 0 16.00 30- 0- 0 0.00 6-7 -zlz l.zs;/ 472 o.s6 - BC Vert .24.00 30- 0- 0 24.00 32- 0- 0 0.00 BC COMP. OUR.)/ TENS. OUR.) CSI 46 S) 0.21 8-9 -31 1.25)/ 1.2 9-10 -362IL60)/ 391,211:2155 0.31 0.5111-12 - - 10-11 -37860)/ 201 -2851.60)/ 18431.15 0.1111.60))/ 3721.600.6413-14 -13261.z 5)/ 2751.60 0.1214-10 -371.25)/ 391.25 0.12 1 2 3 4 - 5 6 7 WB COMP. OUR J/ TENS. DU R.) CSI - ... .. - 3 14-6 -SSI l.z f)/ 148 1.60) 0.07 1-8 -61 1.25)/ 159 1.20) 0.06 _ - -DD 2.5X4 1-9 -403 1.25)/ 138 1.25 0.06 1.5X3 2-9 -1291 1.25)/ 152 1.60 0.15 Z-10 -100 1.60)/ 1767 1.25 0.72 .. - - - 1.5X3 T - 3-30 -291 1.25)/ 88 1.60 0.05 - 1 -0 ' 3-11 -433 1.25)/ 108 1.60 0.41 4-11 / 331 1.25 0.13 3X4 - - 4-12 -919 1.25)/ 150 1.60) 0.31 5-12 -379 1.25)/ 150 1.60) 0.26 6X1 5-14 -1001 1.25)/ 114 1.60 1.00 1459 1.25; 0.59 _ - _ 5X8 - _ 12-14 -218 1.60)/ 7-14 -543 1.2.1)1/ 177 1.25 0.11 7-15 -SB 1.60)/ 195 1.25 0.08 .9-6-0 - 9-6-0 2,5X4 3X8 7 _08-0-0 HIP 2.5X4 1-1-0 1 1.5X3 5 6 w.508a6_Q 6X6 5X6 4X10 B2 4 3.0 10� 3.0 R:1356 W:508 2- U:-142 R:1378 2-0-0 U:-246 12 28-0-0 32-0-0 8 9 10 11 12 1845 All connector plates are ALPINE.Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled plates and telse frame plates 4/3/2017 �} n A are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4�3�20 1 % 268 - Homewood Truss "WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ''"IMPORTANT" Cust: David Trombley DIR: Dri Ve M 0770317_L00007_300001 (154) FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ^ g. shipping, instating and bracing. Refer to and fallow the latest edition of SCSI (Building Component oxirane care in fabricating, hen rig. W0: Drl ve�L0770317_L000 Safety Information, by TPI and WrCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r: MTS #LC = 148 WT/PLY : 245 V VTrusses.echih, ty noted otherwise, top chord shall have property attached structural sheathing entl bottom chard shall have a properly attached dpd ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1.25 P=1.25 /'� (rr755 tr�� r� T7 II�� //11 I I �� I Imo\ I I I for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3, 87 or 810, as applicable. Appy plates to each face of true and position as shown above and on the Joint Details report, unless noted otherwise. i TC Snow(Pf) 0.00 psf SnowDu r L=1:15 P=1.15 L//-Lll 11 l� I I \�I I IL�� - Alpine division or ITW euildpg Components croup Inc., short not be responsible for any deviation from this drawing, any fat6re to build the truss in - -"" - TC Dead: - .� T 14::00 psf - Rep Mb r _Bnd / � Comp' / Tens .AN /TW COMPANY - - - conformance with ANSIrTPI 1, or for handling, shipping installation & bracing of trusses, =-A seelonthla drawing -of coverpbge Isf1ng:thfs drawing, -Indicates acceptance of•professlonal englneeding-responslbllity---....r�.r-..� . tom -- - _C•FLJ-Ve�0.00. f== _ 1.00:./ 1-.00 -1.00 ' 2820 N. Great SWPkwy. Grand Aside, Tx 75050 solely for the design shown; The suitability and use of this drawing for any structure Is the respons(bllityof the Building . -• -- -- - -' -: • BC -Dead '-' -' ' " 8 :00 psf 0. C .Spacing' Designerper ANSIITPI 1 Sec.2 - - - TRUSPLUS 6.0 VER: T6.5 .21, t For more information see this job's general notes page and these web sites: ALPINE:,,,, a w,alaieen,„cam.TPcwwwtnimtom'WTCA:xoWyAb,indnt�ore 1CC:wwwi�..I.ora Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 .-1 Job Name: Trombley Residence Truss ID: COIF Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2Web bracing required at each location shown. UPLIFT REACfION(S) 268 - Homewood Tr s 1 2- 1-12 768 3.50 2 3- 7- 6 212 3.50" 1.50 1.50" BC 2x4 DFL #1 & Btr. ® 2x6 DFL #2 13-6 Refer to BC5I for proper required lateral restraint. For alternative web bracing, Support C&C Wind Non -Wind 1 -64 lb 3 5- 2-12 206 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. see ITWBCG's standard details. 2 -2 lb � L 1V -4- " 6-10--2 - -173 - 3:50 - 1.50 WEB- -- 2x4 •DFL• STANDARD- -- -- - - Designed^per•ANSI/TPI 1-2014 •3 - -3 lb - 5 8- 2-12 2567 5.50" 1.50" 2x4 DFL #1 & Btr. 3-11, 12-14 Fabrication Tolerance - 20.0% 4 -4 lb -72 lb 6 8- 5- 8 779 3.50 1.50 GBL.BLK 2x4 DFL STANDARD Bearings designed for an fcPerp value of -the - _ . _ 5 -270 lb 7 29- 9- 4 2724 5.50" 2.90" Kcr (creep factor) 3:00 - ' lesser of the truss chord lumber value or 6 -31 lb -297 lb MAXDEFLECTION (span) .. _ Refer to Joint QC Detail Sheets for 625 for all bearings. 7 -288 lb 2820 N. Great SIN Pkwy. Grand Prattle, Tx 75050 L/999 MEM 12-13 (LIVE) LC 87 - Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on HORIZONTAL REACTIONS) - TRUSPLLIS 6.0 VER: T6.5.21Far L= -0.22" CC- -0.18" CL= -0.40" - MAX DEFLECTION (cant) : Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 support 1 -405 1b - L/903 MEM 6-7 (LIVE) LC124 Loaded for 2009 non -concurrent moving BCLL. Mark all interior bearing9 locations. and AN and are reported in ESR -1118. Loaded for 300 lb non -concurrent moving support 5 -519 lb support 6 465 lb L- -0.03" CC= -0.03" CL= -0.06" Install interior supports) before erection. TCLL. This truss is designed using the EX.WB DEF CRITERIA:L/120 Building designer shall verify gable loads Permanent bracing is required to ASCE7-10 Wind Specification IN MEM 7-1S; T- 0.00" and eave loads, if applicable. prevent rotation/toppling. See Bldg Enclosed = Yes, 0 3oint Locations o 1 0- o- 0 9 2- o- 0 [+] gable bracing required 0 42" intervals, BCSI and ANSI/TPI 1. Truss Location = Not End Zone -Exp-Category - - 2 2- 1-12 10 8- 1-12 3 8- 1-12 11 1S- 0- 0 if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. e C Bldg Length = 78.00 ft, Bldg Width 70.00 ft 4 15- o- 0 12 22- 3- 0 The sloping top chord may be notched pperiodically Not designed for attic storage unless Mean roofheight - 14.36 ft, mph m 110 13.2 s zz- 3- 0 13 29- 9- 4 6 29- 9- 4 14 29- 9-4 3.5" deep maximum X 3.5" long for outlookers, only noted otherwise. - Occupancy Category II, Dead Load = psf Designed.as Main Wind Force Resisting System 7 32- a- 0 is 32- o- 0 in the area above the let -in studs. Do not over- -.Low-rise and Components and Cladding CRITICAL MEMBER FORCES: cut. No notching allowed in overhang, heel - Tributary Area - 1477 sqft Tc case. DUR.)/ TIS 'MCSI panels or where shown by (NNL). Vertical"members exposed to wind: 8- 1, 7-15 1-2 -145 1.60))/ 616(3.2 s) 0.29 594((1.25) o:se ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL 3-4 -2392 1.10)% 4-5 -20zo l.zs / 0.77 - TC Vert 136.00 0- 0- 0 216.00 32- 0- 0 0.59 s-6 -464 1,15;/ 4s6(1.zs) 0.79 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 5-7 -174 1.25)/ 1((1.25) 0.79 BC Vert 16.00 2- 0- 0 16.00 30- 0- 0 0.00 BC COMP. (DUR.)/ TENS.C(DUR.) CSI BC Vert 24.00 30- 0- 0 24.00 32- 0- 0 0.00 -34(1.ZS)/ 42 (1.25) osis 1 2 3 4 5 6 7 9-10 11 -ii % 2247(1.zs) oar 3.00 11-13 17 1.25)/ 0.64 15- 13-14 -2672(1.25)/ 0.24 14-15 -211(1.2 S)/ 630(1.25) 0.12 2X4 2X4 2.5X4 MB comp.11�1110;)/ TENS,(DUR) CSI -13700.122X4 2X4 4X 1Q14-6 2X4 . -41.6)/ 175 1.25) 0.07 1-9 -5881.25))/ 162(1.60) 0.0732-9 0.08 2X4 6X122-10 -6971.1f)/ -5301.2587(1.25) 0.37'2X4 - 2X4 3-30 -16561.1 S)/ 0.36 3-11 / 2801(1.25) 0.36 2X4 2X4 7X 4-11 -867 1.25 / 0.2S 9-6.0 2X4 2X4 9- 0 4-12 -4961.25/ 0.16 S-12 -1304 1.25)/ 0.77 5-14 1.00 2X4 2X4 .2X4 4X1 7- -0 8- 0 SHIP - -1578 1.25)/ 12-14 / 2102 ((1, 2f) 0.32 3X4 6-1f -618(1.25)/ 203(1.25) 0.08 3X4 7 -I'S 62(1.25)/ 303C(1.25)) 0.12 T 1-6-0 1 5 6 0-6-0 2.5 6X8 2X4 2X4 6X10 4X6 3.0DF 2X4 67 A�6pil_k-R� 3.0 B:5-81' 2-0-0 28-0-0 32-0-0 t8 9 10 11 12 1845 t TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN 4/3/2017 Lust: UavlG Irombley DIR: Drive PL0770317_L00007_100001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 148 WT/PLY: 45 TC Live 20.00psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf lRep Mbr Bnd / Comp / Tens BC Live ,.0.00-psf_..1.00./ 1:00../ 1.00 -'BC'Dead 8.00 psf O.C.Spacing ' 2- 0-'0 Bldg Code: CBC -2016 IDEFL All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 78 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tr s "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ir '"'IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, slipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Instatiers shall provide temporary bracing per SCSI. Unless � L 1V noted otherwise, top chard shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown �^V r� rt /or permanent lateral restraint per sections B3, B7 or 670, as applicable. Apply plates to each face of truss and webs shell have bracing finless I �U 1�5��\V\I-III n other pociEan as shown above and on me Joint Detain repon, unless noted otherwise. n IIIJI�] Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN /TW COMPANY with ANSI7TPI 1, or for handling, shipping, instetiabon 8 bracing of conformance trusses. .. _ - -A seal on this drawing or eoverpage listing this drawing, indicates acceptance of professional engineering responsibility - 2820 N. Great SIN Pkwy. Grand Prattle, Tx 75050 solely for the design shown. The suitability and use of this drawing for any structure is theresponsibilityof the Building Designerper ANSYTPI 1 Sec.2 TRUSPLLIS 6.0 VER: T6.5.21Far more information see this job's general notes page and these web sites: 4/3/2017 Lust: UavlG Irombley DIR: Drive PL0770317_L00007_100001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 148 WT/PLY: 45 TC Live 20.00psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf lRep Mbr Bnd / Comp / Tens BC Live ,.0.00-psf_..1.00./ 1:00../ 1.00 -'BC'Dead 8.00 psf O.C.Spacing ' 2- 0-'0 Bldg Code: CBC -2016 IDEFL Job Name: Trombley BRG X -LOC REACT SIZE REQ -0 1 0- 2- 0 1236 4.00" 1.50" 2 27- 7-12 1466 5.50" 1.S6" MAX DEFLECTION (s an) : L/999 MEM 3-4 (LIVE) LC 3 L- -0.25" CC- -0.21" CL= -0.46" MAX DEFLECTION (cant) : L/999 MEM 12-13 (LIVE) LC122 L= -0.02' CC= -0.01" CL= -0.03" EX.WB DEF CRITERIA:L/120 IN MEM 6-13; T- 0.00" 3oint Locations 1 0- 0- 0 8 6- 0- 4 26- 0- 4 9 12-10- 8 3 12-10- 8 10 20- 1- 8 4 20- 1- 811 27- 7-12 5 27- 7-12 12 27- 7-12 6 29-30- 8 13 29-10- 8 7 0- 0- 0 CRITICAL MEMBER FORCES: TC CDMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -2294 0.90 / 156 1.60 0.66 2-3 -2164 0.90 / 142 1.60 0.79 3-4 -1301 0.90 / 8S 1.60 0.87 4-5 -272 1.25 / 405 1.2f 0.74 5-6 -273 1.25 / 472 1.2f 0.56 BC COMP, OUR. / TENS. WR. CSI 7-8 -33f 1.60 / 76 1.60 0.45 8-9 -377 1.60 / 2206 0.90) 0.f0 9-10 -283 1.60 / 2038 0.90) O.S2 10-11 -99 1.60 / 357 1.60 0.64 ll -12 -1417 0.90 / 27f 1.60 0.16 12-1i -34 1.25 / 35 1.25 0.13 WB COMP. DOR. / TENS. WR. CSI 12-5 -4S1 0.9D / 148 1.60 0.07 1-7 -1193 0.90)/ 114 1.60 0.19 1-8 -137 1.60)/ 2241 0.90 0.40 2-8 -373 0.90)/ 91 1.60) 0.07 2-9 -428 1.2S / 115 1.60) 0.40 3-9 / 326 1.25 0.13 3-10 -1053 0.90 / 149 1.60 0.37 4-10 -415 0.90 / 1S0 1.60 0.29 4-12 -1148 0.90 / 113 1.60 0.99 10-12 -217 1.60 / 1617 0.90 0.91 6-12 -544 1.25 / 278 1.2s 00.11 6-13 -SB 1.60)/ 17911 0.07 Residence TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. 2x6 DFL #2 11-5 WEB 2x4 DFL STANDARD 2x4 DFL- #1 & Btr. 1=8- -' Bearings designed -for an FcPerpp value of the lesser of the.truss•chord.lumber value or . 625 for all bearings. IRC/IBC truss plate values are based"on - testinyy and approval as required by IBC 1703 --- and AN and arereported in ESR -1118. - Permanent bracing is regyired to prevent rotation/toppling. See BCSI and ANSI/TPI 1. End verticals are designed for axial loads only, unless noted otherwise. 4X8 1 -1-6 B1 W:400 R:1236 U:-123 Truss ID: CO2 ®Web bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI'1-2014 ' Fabn cation Tolerance - 20.0% Kcr (creep factor) - 3.00' Refer to Joint QC Detail- Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non-concurrentBCLL. - Loaded for 200# non -concurrent moving BCLL. Loaded for 300 lb non -concurrent moving TCLL. Shim bearings (if needed) for req. support.--� PLATING BASED ON GREEN LUMBER VALUES. Not designedforattic storage unless noted otherwise. 8 UPLIFT REACTIONS) : Cust: David Trombley Support C&C Wind Non -Wind 1 -123 lb .2 . -246 lb - W0: Drive M 0770317_1-000 HORIZONTAL° REACTIONS) : - �• '- -'- ^- support 1 356 11b - -- ' Dsgnr: MTS . =support_ 2... _356.1b. "• _. Thistruss is designed using the - - TC Live 20.00 psf ASCE7-10 Wind Specification- pecification-Bldg•Enclosed Bldg-Enclosed- Yes, - - Truss.'Location - Not End Zone Exp Category = C TC Dead`'' -14.00 psf Bldg Length = 78.00 ft, Bldg Width - 70.00 ft Mean roof -height= 14.35 ft, mph = 110 - - Occupancy Category II, Dead Load = 13.2 psf .. �.r Designed as Main Wind Force Resisting System BC -Dead ^ " 8.00 psf - Low-rise and Components and Cladding -' Tributary Area - 65 sqft Vertical members exposed to wind: 7- 1, 6-13 ---- --LOAD CASE #1 DESIGN LOADS ---------------- Dir • L.Plf L.Loc R.Plf R.Loc Dir LL/TL TC Vert 68.00 0- 0- 0 68.00 29-10- 8 0.59 BC Vert 16.00 0- 0- 0 16.00 27-10- 8 0.00 BC Vert 24.00 27-10- 8 24.00 29-10- 8 0.00 2 3 4 5 6 3.00 1.5X3 2'5X4 1-0-0 3X8 1.5X3 6X12T 7X10 9-0-0 2.5X47_0_0 7-6 1 1 SHIP 11 X4 5X6 5X6 5X12 B2 4 3.0 W:508 2-0-0 R:1466 I 27-10-8 U:-246 I I 2-0-0 29-10-8 7 8 9 10 1123 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 78 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are Poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI (CA) '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. VTrusses require ertreme care in fabricating. h,m'ma, .hipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Set ety Information, by TPI and WTCA) for safety practices prior to performing these tunctior v. Installers shall provide temporary bracing per SCSI. Unless Is, noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgd ceiling. Locations shown �I rn �� r� ri i� for permanent shown ab ve and n webs shag have bracing insfall=par other sections 83, B7 or 870, as applicable. Appy plates to each lace of truss and /�/ fl III IIS I�h��\V\LIII III��L_- position as shown above end on ma Joint Detail report, uNess noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure o build the buss in _ AN ITW COMPANY conformance with ANSI7TP1 i, or lot handling, shipping, Installation & bracing of susses. „�_.. A seal on this drawing or cover page Hittingthis drawing, Indicates acceptance of professional engineering responsibility 2820 N. Great sw Pkwy. Grand Prairie, Tx 75OW solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designerper ANSYTPI I Sec.2 TRUSPLUS 6.0 VER: T6.S.21 n -For more int ... firm ..a this job's general notes page and these web si 4/3/2017 :-" Cust: David Trombley DIR: Drive_. L0770317_00007_300001 W0: Drive M 0770317_1-000 Dsgnr: MTS #LC = 130 WT/PLY: 233 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC SnowCPf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead`'' -14.00 psf Rep Mbr Bnd_/"Comp / Tens - .-BC Li.ue--.... ---0.00 psf.... - _.,.."1.00_/ 1:00-/ti1.00_. .. �.r - . - BC -Dead ^ " 8.00 psf O. C. Spaci ng- 24 0= 0- -' : CBC -2016 IDEFL Job Name: Tromblev Residence Truss ID: CO2F Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 0- 2- 0 5876 4.00 3.13 BC 2x6 DFL #2 2 27- 7-12 4523 5.50" 2.41" 2 x 4 DFL #1 & Btr. 13-14 MAX DEFLECTION (span) : DG SLIDER 2x4 DFL #1 & Btr. L/999 MEM 2-3 (LIVE) LC124 WEB 2x4 DFL STANDARD L. -0.21' CC= -0.41' CL= -0.62" 2x4 DFL #1 & Btr. 1-8, 11-13 MAX DEFLECTION (cant) : GBL BLK 2x4 DFL STANDARD L/999 MEM 5-6 (LIVE) LC116 Kcr (creep factor) - 3.00 L= -0.01" CC= -0.01" CL= -0.02" Refer to Joint QC Detail Sheets for EX.WB DEF CRITERIA:L/120 Cq factors and Rotational Tolerances. IN MEM 6-14; T. 0.00" Gable studs are required ONLY in the truss �= Joint Locations m ply that will have siding/sheathing attached 1 0- o- 0 8 6- 0- 4 and are used only for that attachement as 26- 0- 4 9 9-11- 0 non-structural members. 3 12-10- 8 10 12-10- 8 4 20- 1- 8 11 20- 1- 8 I I7- 7-12 12 17- 7-12 + ++ +++ ++++ +++++ +++++ ++ Nail pattern shown is for PLF loads and 6 29-10- 8 33 27- 7-lE point loads converted to PLF loads only. 7 0- 0- 0 14 29-10- a Concentrated loads shall be distributed to CRITICAL MEMBER FORCES: TC COMP. DUR.)/ TENS.(DUR.) each 1 equally. Multi -ply with hangers are ply Y• P Y g .5I 1-z -1zzo7 l.ts / o. s9 based on hanger nails using 3.0" nails min. a 2-3 -11860 3.25 / 0.52 into the carrying member. 3-4-4ssll.ts/ 0.38 If shown, use additional fasteners for point 4-5 -loeo 277(1.25) 0.45 5-6 -190 1.25 / 0.45 loads from the back 1 s, distributed s mm. P Y Y in the chords, within 12" of hanger flange. BC COMP.(OUR.)/ TENS.(OUR.) CSI 7-8 -311(1.60)/ 82(1.60) 0.45 8-9 / 11821((1.25) 0.92 9-10 / 9154 1.25 0.65 10-11 / 9154(l.Z5) 0.65 11-12 -115 (1.60)/ 317(1.60) 0.19 12-13 -4469(1.25)/ 0.20 13-14 -118 1.2S / 1028(1.25) 0.07 13-5 WB COMP. ((OUS0 R.)/ TENS.(DUR.) CSI 1-7-S160CC-6(l:zs0.212)/ 2 ))/ .19 1-e/ n95a<1. zs> 0.76 2-8 -625(1.2S)/ 0.04 2-9 -478(1.25)/ 0.06 3-9 / 3827 1.25 0.78 3-10 / 298 1.25 0.05 3-11 -5583 1.25 / 0.87 4-11 -1061 1.25 / 0.15 4-13 -3670 1.2S / 0.86 11-13 / 5820 1.25) 0.37 5-14 -1012(1.25)/ 111 1.25) 0.06 6-14 -21(1.25)/ 478 1.2S) 0.10 IF 2.5" GUN NAILS ARE USED, ANY MAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE 9-0-0 FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 10d - 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (•) - Special ConnectionReq. (by others) NAIL pattern shown is based on: 10d BOX - 0.128" dia. x 3.0" Long nail 10d COMMON - 0.148" die. x 3.0" long nail 16d BOX - 0.135" dia. x 3.5" long nail 16d COMMON - 0.162" dia. x 3.5" long nail ++++++++++++++++++++++ 2-PLYS 1 REQUIRED ®Web bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an.FcPerp value of.the -lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN I/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL. Loaded for 300 lb non -concurrent moving TCLL. ' Permanent bracing is required to prevent rotation/toppling. See SCSI and ANSI/TPI 1. Building designer shall verify gable loads and eave loads, if applicable. [+) gable bracing required @ 42" intervals, Sif exT77Tpp�Woppsed toGwwind load applied to face. Shim bearings (il neer�ecd}noreteql s•support .._ PLATING BASED ON GREEN LUMBER'VALUES:-' 2 -PLY! Nail w/lOd COMMON, stag2ered(per NDS) in: TC- 4 8C- 2 WEBS- 2 PER FOOT!`• Cluster screws, if shown, are 3" long. Not designed for attic storage unless noted otherwise. 3.00 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -623 lb 2 -481 lb HORIZONTAL REACTION(S) support 1 327 1b support 2 327 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed a Yes, Truss Location Not End Zone Exp Category = C Bldg Length = 78.00 ft, Bldg Width a 70.00 ft Mean roof height - 14.11 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf - Designed as Main Wind Force Resisting System - - Low-rise and Components and Cladding Tributary Area -255 sqft Vertical members exposed to wind: 7- 1, 6-14 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 136.00 0- 0- 0 210.69 29-10- 8 O.S9 TC Vert 142.69 29-10- 8 148.00 32- 0- 0 0.59 BC Vert 246.00 0- 0- 0 246.00 9- 0- 0 0.45 BC Vert 16.00 9- 0- 0 16.00 27-10- 8 0.00 BC Vert 24.00 27-10- 8 24.00 29-10- 8 0.00 .Type... lbs X.Loc LL/TL Fastener BC Vert 2640.0 9- 9- 0 0.48 Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" spanopposite face. Top chord may be notched 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or 2X4 2X4 heel panel. 2X4 2X4 2X4 2X 3X 1-76-0 2X4 3X X12 2X4 .SXa 2Xa 12X1 2X4 9-0-0 2X4 2X4 7-0-0 7- -0 SHIP 2X4 2X4 2.5X4 T 5X1 1-6-6 ri 1 2X4 8X10 8X8 2X4 2X4 6X12 41 3.0 VVAOO Ell 2X 42X4 W 508 2-0-0 R:5876 /o)1Dd 27-10-6 R:4523 U:623 ' 401t �H1-12.0.01 zs-1 o -B 17 8 9 10 11 12341 TYPICAL PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super -� Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWINGi Cust: David Trombley (C4) '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veJ.L0770317_L00007_J00001 T .... .... uire e#reme care in fabricating, Handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component WO: D ri ve M 0770317_1-000 Safely Information, by TPI antl WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : MTS #LC. = 124 WT/PLY: 454 v V >r noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 sf Ll r L=1. 2 5 P=1.2 5 �� ^ rt lu[�\vl I for pe.manent lateral restraint n webs shag have bracing installed per BCS! section B3.87 or 810, as applicable. Appryplates to each face of truss antl position as shown above aM an me .joint Details repo.( uNese rotetl otherwise. TC Sr10W Pf 0.00 psf ( ) owDU $nOWDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIrrPI i, or for handling, shipping, installation 6 bracing of trusses. - A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility - -- -..> ---. - -EIC Live.- w. --...A .00--psf. --1.00.,/-1.00-/,1.00 2820 N. Goer SWPkwy. GrandPraide, Tx 76050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - BC Dead - - 8 .-00 -psf • C . C.Spacing 2-- '0= 0 Designerper ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: 76.5.21 For more information see this job's general notes page and these web sites: ALPINE: x^.+wafmneilw.tom: TPI: W1wMJQlpj are WTCA wyAw.abeindusW.ora ICC: Www.ieesafe ora Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24 9 Job Name: Trombley Residence Truss ID: D01G Qty: 1 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Str. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 0- 1-12 208 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 1-11- 1 210 3.50" 1.SO" 2x4 DFL STANDARD 7-3 Bearings designed for an FcPerp value of the 1 -28 lb -13 lb 3 3-10- 2 1OS7 3.50" 1.SO" DC SLIDER 2x4 DFL #1 & Btr. lesser.of the truss chord lumber value or - 2 -7 lb 4 -5-10- 1- - 214 3.50", 1. SO" WEB --2x4 DFL STANDARD 625 for all bearings. 3 -250 lb .5 7- 8- 4 0 3.50 1.S0" GBL BLK 2x4 DFL STANDARD Kcr (creep factor) - 3.00 4 -8 lb 6 7-10- 0 688 3.50" 1.S0" IRC/IBC truss plate values are based on - Refer -to Joint QC Detail Sheets for _ ._ 6 -163 lb -- MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 2 testing and approval as required by IBC 1703 - Cq factors and Rotational Tolerances. - - HORIZONTAL REACTIONS) - L- -0.02" CC- -0.03" CL- -0.05"- and AN I/TPI and are reported in ESR -1118: Mark all interior bearing locations. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL. support 3 159 1b This truss is designed using the - MAX 'DEFLECTION (cant) L/999 MEM 8-9 LC 63 Permanent bracing is required to - Install interior supports) before erection. ASCEI-10 Wind Specification - (LIVE) pprevent rotation/toppling. See Building designer shall verify gable loads Bldg Enclosed - Yes, L- -0.01" CC- -0.02" CL- -0.03" BCSI and ANSI/TPI 1. and eave loads, if applicable. Truss Location Not End Zone EX.WB DEF CRITERIA:L/120 Shim bearings (if needed) for req, support. (+] gable bracing re%ired @ 42" intervals, Exp Category C - IN MEM 4- 9; T- 0.00" PLATING BASED ON GREEN LUMBER VALUES. -- if ejPP&sed to wind load applied to face. - Bldg Length 78.00 ft, Bldg Width - -70.00 ft - Qn )bins Locations . 1 0- o- 0 6 3-10- 2 2 3-10- 2 7 7- e- a End verticals are designed for axial ldads onlyy, unless noted otherwise. See I7WBCG's Gable Bracing Details. - - The be Mean roof height - 12.79 ft, mph Occupancy Category II, Dead Load 13.2 110 psf 3 '7- 8- 4 S 1- e- a - Ri ht Overhang(s) (s) are not to be removed. 9 OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! sloping top chord may notched Periodicall 1 �' 3.5" deep maximum X 3.S" long for out ookers, on Designed as Main Wind Force Resistin System 9 9 Y - Low-rise and Components and Cladding 4 9.10- 0 9 9-10- 0 S o- 0- o CRITICAL MEMBER FORCES: Right Overhang Soffit loading S.0 psf y in the area above the let -in studs. Do not over- Tributary Area - 46 sqft _ TC COMP. DUR.11 TENS. DgR,) CSI NOt designed for attic storage unless cut. No notching allowed in overhang, heel Vertical members exposed to wind: 5- ----------LOAD CASE #1 DESIGN LOADS ---------------- 1, 4- 9 1-2 14 1.60)/ 2-3 -23 1.60)/ 199((1.25) 0.39 4814(1.25) 0.39 noted otherwise. panels or where shown by (NNQ. Dir L.Plf L.Loc R.Pif R.Loc LL/TL 3-4 -3 1.60)/ 4814 1.zs) O.z7 - - - TC Vert 84.00 - 0- 2- 0 84.00 0- 0- 0 0.48 TC Vert 169.00 0- 0- 0 186.00 9-10- 0 0.59 CDMP.(DUR.)� TENS.(DUR.) U6 BC Vert 16.00 0- 0- 0 16.00 7-10- 0 0.00 SBC. sI / 0.07 BC Vert 24.00 7-10- 0 24.00 9-10- 0 0.00 7-8 -677 (1.25)/ 17(1.60) 0.10 8-9 23C(1.25))/ 23(1.2 S) 0.12 NB COMP.IDUR. / TENS.(DUR.) CSI2 3 4 8-3 -5851.25/0.06- 1-5 -1071.z5 / 27(1.25) O,z71-6-2131.25 /109(1.60) 0.11�0- 2-6 -7101.25)/ 0.26 _ 21 QD - _ 2X4 2X42-8 - -3391.25)/ 34(1.60) 0.09 6-8 -211(1.25)/ 0.13 2.5X4 T ' 4-8 -555(1.25)/ 0.07 4-9 -50(1.60)/ 172(1.25) 0.07 2X4 2X4 I 2X4 2X4 2.SX 2.5X 1-6-0 , 6- -0 T6X8 6 ( SHIP 4- -12 4-1-0 1 0 ��1 7_10_0 I i 04-0 2-0-0 9-10-0 6 78 9 TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN AD connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 pa., S. for Super Strength 18 Be. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru S "*WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V Truserae require extreme care in fabricating. handing. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Infprmabon, by TPI and VJTCA) for safety procdcee prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless rroled otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a propend attached rigid ceiling. Locations, shown i•I rl iso r� rI for permanent lateral restraint n the J shag have report, finless n per BCSI iseUona 83, 87 or 810, as applicable. Apply plates to each face of truss and �//,J� III II�II11LJ�1 �Ut��\\v5� 11 posioan as shown above and on ma Joint Details report, unless noted otherwise. Alpine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in AN /TW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal engineering responsibility ...--_- 2820 N. Groat SIN Pkwy. Grand Preide, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building DeslgnerperANSI/TPI 1 Sect - TRUSPLUS 6.0 VER: T6. $.21 For moreinformafionseemislob'sgeneral notes page andthesemottles: Lust: David Trombley DIR: Drive_M_0770317_L00007_JO0001 W0: DriveJL0770317_L000 Dsgnr: MTS #LC = 65 Vi/PLY: 1! TC Live 20.00psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead ' 14.00 psf Rep Mbr grid / Comp / Tens :BC_Live , ; _0.00.. psf ... w_ - _.1.0O_/_1.O0_./,.1-.00 BC Dead- - 8.00 psf O.C.Spacing 2= 0= 0 Bldg Code: CBC -2016 A - Job Name: Tromble BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1095 HGR 1.50" 2 25- 9- 4 1281 5.50" 1.50" BRG HANGER/CLIP NOTE 1 MUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 91 L- -0.22" CC- -0.27" CL- -0.49" MAX DEFLECTION (cant) : L/999 MEM 12-13 (LIVE) LC109 L- -0.01" CC- -0.01" CL- -0.02" EX.WB DEF CRITERIA:L/120 IN MEM 6-13; T- 0.00" == Joint Locations 1 0- 0- 0 8 6- 4- 0 2 6- 4- 0 9 13- 0- 0 3 li- 0- 0 10 19- 6- 0 4 19- 6- 0 11 2S-10- 4 S 25-10- 4 12 25-10- 4 6 28- 0- 0 13 28- 0- 0 7 0- 0- 0 CRITICAL MEMBER FORCES: TC COMP. OUR.)/ TENS. OUR.) CSI 1-2 -2369 1.25)/ 207 1.60) 0.95 2-3 -2173 1.25)/ 1.91111:,1.0,) 0.77 3-4 -1252 1.2S / 16 0.6S 4-S -190 1.2S / 4201.2S 0.S7 S-6 -188 1.25 / 4SO1.25 0.44 BC COMP.11.11)/ OUR.)/ TENS. WR.) CSI 7 -It -2361.60)/ 30 1.60) 0.48 8-9 -3861.fi0)/ 2335 1.25) 0.52 9-10 -3201.60)/ 2084 1.25) 0.49 10-11 -491.60 / 255 1.60 0.49 11-12 -12401.25 / 287 1.60 0.19 12-13 -26 26 1.25) 0.11 N'B COMP. OUR.)/ TENS. WR. CSI li-S -506 1.25)/ 163 1.60 0.10 1-7 -1043 1.25)/ 127 1.60 0.12 1-8 -200 1.60)/ 2357 1.165 0.96 2-8 -370 1.25)/ 109 1.60) 0.05 2-9 -472 1.25)/ 105 1.60) 0.40 3-9 / 312 1.25 0.13 3-10 -1006 1.2S)/ 133 1.60 0.92 4-10 -294 1.25))/ 148 1.60) 0.10 4-12 -1.1 1.2S)/ 161 1.60) 0.84 10-12 -247 1.60)/ 1452 1.2S) 0.59 6-12 -S24 1.25)/ 197 1.253 0.08 6-13 -52 1.60)/ 192 1.2S 0.08 Residence TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD 11-5 WEB 2x4 DFL STANDARD Kcr.(creep factor)•= 3.00 - '- Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances._ , Loaded for 10 PSF non-concurrent.BCLL. Loaded for 200# -non -concurrent moving BCLL. Permanent bracing i's regwired to prevent rotation/toppling. See SCSI and ANSI/TPI 1. Not designed for attic storage unless noted otherwise. Truss ID: D02 Qty: 4 Strength t8 ga. Plates are to be positioned per Joint Detail Report. Circled plates end false frame plates -[PM] -PLATE MONITOR USED -See Joint Report" Required bearing widths and bearing areas **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Designed per ANSI/TPI 1-2014 aPp1 when truss not supported in a hanger. 1.5X3 T Fabrication Tolerance - 20.0% UPLIFT REACTION(S) : 4X4 1-6-0 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Lxatiurc shown Bearings designedfor an Fc Perp value of the .:. Support C&C Wind Non -Wind 6_2_0 2.5X4 ;!�<11.5X3 lesser-of'the-truss chord lumber value or 1 -153 lb 4-4-0 4-11-0 SHIP -625 for all bearings. - - - 2 -263 lb 1-66_-0 IRC/IBC truss plate values are based on HORIZONTAL REACTION(S) _ _ testingg and approval as required by IBC 1703 ` `-.-^Y•'�' AN in ESR --• - 'support 1 25S lb 2 255 lb 77 - - and and are reported -1118. :-- - - - Loaded for 300 lb.non-concurrent moving. -. -support This truss is designed using the - - - TCLL: - ASCE7=10 Wind Specification - - Shim bearings (if needed) for req. support. Bldg Enclosed - Yes, 2-0-0 PLATING BASED ON GREEN LUMBER VALUES. - -Truss Location -Not End Zone ^-- -. Exp Category = C 7 8 9 10 11213 n Bldg Length 78.00 ft, Bldg Width 70.00 ft - _.Mearr rooUlmight-=- 12.94 -ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding " - - - - -- Tributary Area - 56 sqft - _. ..... �. _ Vertical members exposed to wind: 7- 1, 6-13 - •- - - - ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vern 68:00 0- 0- 0 68.00 28- 0- 0 -0:59'""- - - BC Vert 16.00 0- 0- 0 16.00 26- 0- 0 0.:00 - - _ BC Vert 24.00 26- 0- 0 24.00 28- 0- 0 0.00 1 2. 3 �- 4 5 6 _- Strength t8 ga. Plates are to be positioned per Joint Detail Report. Circled plates end false frame plates 2.00 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! 2.5X4 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\Trusses 1.5X3 T Safety Information, by TPI and VITCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Untess 4X4 1-6-0 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Lxatiurc shown 5X8 7X10 6_2_0 2.5X4 ;!�<11.5X3 6- -0 4X10 4-4-0 4-11-0 SHIP other position as shown above and on the Joint Details repon, uNess noted otherwise. int D 1-66_-0 Alpine, a division of I7W Building Components Group Inc.' shag not be responsible for any deviation from this drawing. any failure to build the truss in AN ITLN COMPANY - - - 1 2X4 7X8 2.5X4 6X8 2.5X4 2.0 B1 TRUSPLUS 6.0 VER"' T6.5.21° B2 2-0-0 'MUS26 ALPINE:. www .e1 ineiny mm: TPI: WrCA: ' ICC: W:508 W:508 26-0-0 R:1281 R:1095 2-0-0 U:-153 28-0-0 7 8 9 10 11213 n ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S"tor Super . Strength t8 ga. Plates are to be positioned per Joint Detail Report. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! CCAS **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\Trusses require extreme care in /abricating, handiing, shipping, installing and bracing. Refer to and follow the latest edidon of SCSI (Building Component Safety Information, by TPI and VITCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Untess rN noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Lxatiurc shown /or permanent lateral restraint ofn webs have bracing installed per sections 83, B7 or B10, as applicable. ADDN plates to each face of truss and other position as shown above and on the Joint Details repon, uNess noted otherwise. int D Alpine, a division of I7W Building Components Group Inc.' shag not be responsible for any deviation from this drawing. any failure to build the truss in AN ITLN COMPANY - - - .conformance with ANSIrrPi 1, or for handling. shipping, installation & bracing of hunes. -` A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility .-.. RO N. Great SIN Pkwy. Grand Prelde, TX 76060- solely for the design shown: The suitability and use of this drawing for any structure Is the responsibility of the Building " "• - - - Designer per ANSYTPI1Seat --� TRUSPLUS 6.0 VER"' T6.5.21° For more information see this job's general notes page and these websites: ALPINE:. www .e1 ineiny mm: TPI: WrCA: ' ICC: 4/3/2017 Cust: David Trombley DIR: Drive_bL_0770317_L00007_100001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 117 WT/PLY: 198 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd '/'Comp / Tens uBC_Li.ve...:..-,__O:.00.ps.f__.:__;_.1.00.�/ 1.00_/..1..00- BC Dead • $700 psf O.C.Spacing -'Z- O_ 0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 -31 Job Name: Trombley Residence Truss ID: D03 Qty: 2 BRG X -LOC REACT SIZE REQ -0 TC Zx4 DFL #1 & Btr. •'[PM]=PLATE MONITOR USED -See Joint Report•O UPLIFT REACTION(S) 1 2- 2-12 1276 5.50" 1.50 BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 27- 9- 4 1290 5.50" 1.50" 2x4 DFL STANDARD 13-6 Fabn cation Tolerance - 20.0% 1 -176 lb fl MAX DEFLECTION (span) : Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this Braving, any failure to build the truss in . WEB 2x4 DFL STANDARD Bearingsdesigned for an FcPerp value of the 2 -265 lb L/999 MEM 3-4- (LIVE) LC 99 Kcr (creep factor) ='3.00 ` _' - ' - . - lesser of=the truss chord lumber value or HORIZONTAL REACTION(S) TRU$FLU$ 6.0 VER' T6.5.2I ' - L. -0.22" CC= -0.28" CL= -0.50" Refer to Joint QC Detail Sheets for -_Cq 625 for all bearings. support 1 266 lb MAX DEFLECTION (cant) : factors and Rotational Tolerances.. -.IRC/IBC truss plate values are based on. __._..-_ _. support _2_ ..266 16. L/999 MEM 8-9 (LIVE) LC141 CC- -Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 - - This truss is designed'using the - - L- 0.02' 0.03" CL= EX.WB DEF CRITERIA:L/120 0.05" _ . Loaded for 200# non -concurrent moving BCLL. ._Permanent bracing is regwired to and ANSI/TPI-and are reported in ESR -1118. Loaded for 300 lb.non-concurrent moving ASCE7-10 Wind Specification Bldg Enclosed - Yes, - - -- - IN MEM 7-15: T. 0.00" pprevent rotation/toppling: See TCLL. " '- - Truss Location" Not End Zone: Q= )pint Locations o BCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. Exp Category C 1 0- 0- 0 9 2- o- 0 2 2- 1-32 10 8- 4- 0 Not designed for attic storage unless PLATING BASED ON GREEN LUMBER VALUES. - Bldg Length = 78.00 ft, Bldg Width - Mean height 13.10 ft, 70.00 ft 110 - 3 8- 4- 0 11 11- 0- o 4 15- 0- 0 - 12 21- 6- 0 noted otherwise. - - -- - - roof - mph = Occupancy Cate or ,II, Dead Load - 13.2 .P Y 9 psf - s 21- 6- 0 13 v-10- a - - - -- - - -'- - --- ` Designed as Main ind-Force-Resisting _... System - 6 27-10- 4 14 27-10- 4 - Low-rise and Components and Cladding 7 30- 0- 0 15 30- 0- 0 • Tributary Area = 61 sgft - cR TICALOMEMBER-FORCES: - _. _..� _... --. - - - - _ -- Vertical members exposed to wind: 8- 1, 7-15 TC COMP. OUR TIN, IwRJ CSI - - ----------LOAD CASE #1 DESIGN LOADS -- 1-2 -122 1.zs)/ 394 1.zs o.43 - - - - Dir L.Plf L.Loc R.Plf R.Loc LL/TL Z-3 -2398 1.25)))))/ ell 1.60 0.63 _ TC Vert 68.00 0- 0- 0 68.00 30- 0- 0 3-4 -2197 1.2s / 195 1.60 4-S -1259 1.25 / 118 1.60 o.7a 0.65 BC Vert 24.00 0- 0- 0 24.00 ,0.59 2- 0- 0 0.00 _ S-6 -190 1.25 / azo 1.25 00: - - BC Vert 16.00 2- 0- 0 16.00 28- 0- 0 0.00 6-7 -188 1.25 / 449 1.25) 14, 0.44 BC Vert 24.00 28- 0- 0 24.00 30- 0- D 0.00 BC COMP. WR.)/ TENS.JDUZRj� CSI8-9 -20 1.25)/ 321. -282 1.60 / 4291.0.33 0.29-10 10-11 -390 1.fi0 / 23561.253 0.5211-12 - 0 /0.49 12-13 -al 1.60 / 2661.60 0.SO 13-14 -1245 1.25 / 2891.60 0.19 14-1f -26 1.25 / Z63.25 0.13 W8 COMP. DUR.)/ TENS. OUR 14-6 -507 1.25)/ 163 1.60) CSI 0.10 - 1 2 3 _- 4` 5 Y - 6 7 1-8 -67 1.2S / 156 1.ZS 1-9 -408 1.2S / 151 1.25 0.06 0.06 2.00 2-9 -1220 1.25 / 167 1.60 2-10 -153 1.60 / 1977 1.25 0.14 0.80 3-10 -327 1.25 / 99 1.60 0.04 2.5X4 . 3-11 -460 1.25 / 82 1.25 4-11 / 311 1.25 0.39 0.13 1.5X3 T - 4-12 -1027((1.21))/ 136 1.60 5-12 -292(1.25)/ 148 1.60 0.9S 0.10 1 - 5-14 -1193(1.21)/ 164 1.60 1461 0.85 0.59" 4X4 -0-- - - " 12-14-2So(((1.60)/ 1. ZS3 7-14 -523(1.2S)/ 197 1.25) 0.08 5X8 7-1S 52C(1.60)/ 192 1.25) 0.08 7X10 6- _0 2.5X4 .5X3 6- -0 3X10 4 5- -0 SHIP 2.5X4 _0 Q T i_ O 1 in 11 1.5X3 0 4 0 6X6 2.5X4 6X8 2.5X4 5 B1 B2 2 0( 2-0-0 2. W:508 W:508 2-0-0., e. . R:1276 R:1290 12-0-0. w- 1�-26b 2-0-0. K 26-0-0 f '8 9 10 30-0-0 11 12 1346 4/3/2017 Cust: David Trombley DIR: Drive_M_0770317_L00007_100001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 141 WT/PLY: 23 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC SnowCPf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Camp / Tens _BC-Li.ve_0..00-psf__.._ _.._._- _1.00_../_1.00-./.•1.00 BC'Dead•- ` -8.00 psf O.C.Spacing - 2- 0- 0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2 All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga.,'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "*WARNING!'"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGi (1541 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. re4uire extreme care in fabricating, handling, slipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless v VTrusses ng noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint webs shall have bracing installed per BCSI sections B3, B7 or 870, as applicable. Apply plates to each lace of truss and /�/ ll� IUUUt`\\\\\\\vvvSSll Position as shown amus and onn the Joint Details rayon,n unless noted otherwise. fl III IIIIII Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this Braving, any failure to build the truss in AN /TW COMPANY conformance with ANSVTP11. or for handling, shipping. Installation 8 bracing of busses. - . A -seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility - - ---- 120 N. Onset SINPinvy. Grand Prattle, TX 76060 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility, of the Building - Designer per ANSI/TPI t Sec.2 TRU$FLU$ 6.0 VER' T6.5.2I ' For more information sea this jWsgeneral notes page and these web sites: . ALPINE: y slNneitw:com: TPI: xtW(-toinslorb: WTC : wvw.abeintl�Rtg�l�,.ara: ICC: t♦ icV rXeIIYYYeoro 4/3/2017 Cust: David Trombley DIR: Drive_M_0770317_L00007_100001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 141 WT/PLY: 23 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC SnowCPf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Camp / Tens _BC-Li.ve_0..00-psf__.._ _.._._- _1.00_../_1.00-./.•1.00 BC'Dead•- ` -8.00 psf O.C.Spacing - 2- 0- 0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2 Job Name: Trombley Residence Truss ID: D03F Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) Wind Non 1 2- 2-12 907 5.50" 2 23- 6- 8 300 3.50" 1.50" 1.50 BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD 1S-7 ® Refer to BCSI for proper required lateral restraint. For alternative web bracing, Support CBC -Wind 1 -125 lb 3 23- 9- 4 2100 5.50" 1.50" DC SLIDER 2x4 DFL #1 & Btr. see rMCG's standard details. 2 -27 lb -74 lb 4 25- 0- 5 168 3.50" 1.50" WEB 2x4 DFL STANDARD - Designed per ANSI/TPI 1-2014 - - - - .3 - -290 lb -- - _ _.. •----- __ 5 26- 6- 3 211 3..50" 1.50" 2x6 DFIL #2 14-6 Fabrication Tolerance= 20.0% - 4 -. - • -9 lb - - - - 6 27-10- 4 0 3.50 1.50" GBL BLK 2x4 DFL. STANDARD . _ ' - Bearings designed .for an Fc Perp value of the _ _ _ _.__5._ -3-lb 7 28= 0- 0 188 3.50" MAX DEFLECTION (span) 1.50" Ka (creep factor) 3:00 lesser of the truss chord lumber value or •• - -for 7 -•=201'lb-381-1b -- - -^---^ '•- REACTION(S) L/999 MEM 3-4 (LIVE) LC 99 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. 625 all bearings. IRC/IBC truss plate values are based on HORIZONTAL - support _2 -456 1b L- -0.20" CC- -0.18' CL- -0.38" MAX DEFLECTION (cant) : Loaded for 10 PSF non -concurrent BCLL. 'for testing and approval as required by IBC 1703 - support 3 4S5 lb L/999 MEM 7-8 (LIVE) LC117 Loaded 200# non -concurrent moving BCLL. Mark all interior bearin@@ locations. and ANSI/TPI and are reported in ESR -1118. Loaded for 300 lb non -concurrent moving This truss is designed using the ASCE7-10 Wind Specification L- -0.02" CC- 0.00" CL; -0.02" Install interior suppports) before erection. TCLL. - Bldg Enclosed - Yes, EX.WB DEF CRITERIA:L/120 IN MEM 8-17; T. 0.00" Building designer shall verify gable loads Permanent bracing is reggwired to Truss Location Not End Zone - Ioint Locations � 1 0- o- 0 10 2- o- o and eave loads, if applicable. [+I gable bracing required 0.42" intervals, prevent-rotation/toppling: See BCSI and ANSI/TPI 1. Exp Category = C Bldg Length 78.00 ft, Bldg Width - 70.00 ft 2 2- 1-12 a B- 4- o i exposed to wind load applied to face. See Shim bearings (if needed) for req. support. BASED ON GREEN LUMBER VALUES. Mean roof height - 12.95 ft, mph 110 Occupancy Category II, Dead Load - 13.2 I _B- a- 0 .11 1s- o- o Gable Bracing Details. PLATING Notdesi for storage unless psf. Designed as Main Wind Force Resisting System' I 15-0-0 13 21-6-0 S 21- 6- 0 14 23- 9- 4 ned attic 9 9 noted otherwise. 9 i Y - Low-rise and Components and Cladding 6 23- 9- 4 1s z7-10- a Tributary Area - 72 sqft 7 27-10- 4 16 27-10- 4 Vertical members exposed to wind: 9- 1, 8-17 B 30- 0- 0 17 30- 0- o 9 0- o- 0 Truss designed to support 2-0-0 top chord outlookers CRITICAL MEMBER FORCES: and cladding load not to exceed 10 PSF one face, TC CDMP. DUR.)/ TENS. WR.) CSI 1.2f)/ 464 1.zs 0.41 1-2 -133111,01 and 24" span opposite face. Top chord may be notched 2-3 -15261.2f)/ ue 1.60; 0.60 3-4 -8581.z5/ 104 1.60) 0.66 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed 4-5 -411.60/ 461 1.tf 0.46 S-6 -731/ 938 1.2 s3 0.47 within 12" of notches. Do not notch in overhang or 6-7 -3/ 689 1.2f 0.27 heel panel. 7-8 / 721 1.25) 0.26 BC COMP. DUR. / TENS. DUR.) CSI - 9-10 -20 1.2f / 32 1.25) 0.22 10-11 -222 1.28 / 444 1.2 0.33 1 2 3 4 5 6 7 8 11-12 -158 1.6D / 1488 1.25s) 0.44 12-13 -65 1.60)/ 765 1.2 s) 0.37 -456 1.21 164 1,60) 2.00 1'5X3 0029 .09 1a-11 15-16 -174(1,21)/ 390 1.28 0,16 1.5X3 16-17 -26(1.28)/ z6�1.2s� 0.11 1.5X3 3X4 WB COMP. DUR. / 7EN5.(WR.) CSI ' 2% 1.5X3 -- 2.5X4 T I l.zs33/ 0.09 1 1-9 •-65 1.213/ 155 1.25) 0.06 1-10 -480 1.28 / 155 1.2f 0.06 3) 2-10 -16411.25)/ 146 1.60) 0.10 7) 2-11 -1031.60)/ 1178 1.2S 0.48 ,_,I1211.21))/ 123 1.28 0.05 6 -O + X8 .5X3 6 -0 3-12 -8221.25 / 106 1.60 0.68 4-1z / 414 1.25 0.17 2,5X4 4X4 4-8-0 5_0_0 SHIP 4-13 -132711:25)/ 164 1.60 1.00 5X4 5-13 -16160)/ 653 1.25) 0.27 S-14 -9901.25)/ 147 1.60) 0.37 6-14 -4651.21)/ 76 1.60 0.09 s7a l.zs� 01:01 1 _IL 6-16 -901.25)/ 14-16 -13331.28 / 31 1.60) 0.82 4X4 2.5X4 5X6 1.5 3 - 8-16 -7951.25 / 0.11 8-17 -501.60 / 192(1.25) 0.08 1.5X D -4-D c p: 01 4X1 2.544 �r �Q•-. - 268 - /Homewood Truss A f V^^ JJ n AN /TW COMPANY 2820 N. Great SW Pkwy. Grand Prabfn, TX 75050 TRUSPLUS 6.0 VER: T6.5.21 2-0-01 1.5X3 12-0-01 26-0-0 1.5X3 30-010 9 10 11 \ 12 13 14 1687 TYPICAL PLATE: 2X4 OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates re epositioned as shown above. Shift gable stud plates to avoid overlap with structural plates. *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require e#reme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety pmcdces prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs shag have bracing installed per BCSI sections B3. B7 or B10, as applicable. Apply plates to each face of truss and Position as shown above and on the Joint Details report, unless noted otherwise. Alpine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIfrPI 1, of for handling, shipping, instaflation 8 bracing of trusses. - A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 prolesslonal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI?PI 1 Sec.2 For more information see this job's general notes page and these web sites: 4/3/2017 LUST: uavici Iromoley DIR: DriveM0770317_L00007_300001 W0: Drive -M -0770317-L000 Dsgnr: MTS #LC = 119 WT/PLY: 28 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live . 0.00 psf 1.00 /-1.00 /-1.00 BC Dead 8.00 psf O.C.Spacing 2-`0- 0 - Bldg_Code: CBC -2016 DEFL RATIO: L/240 TC: L/2r Job Name: Tromble BRG X -LOC REACT SIZE REQ -0 1 2- 2-12 1110 5.50 1.50" 2 23- 9- 4 1124 5.50" 1.50" MAXDEFLECTION (span) : L/999MEM 11-12 (LIVE) LC 73 L- -0.08" CC- -0.13" CL= -0.21". MAX DEFLECTION (cant) : L/999 MEM 8-9 (LIVE) LC107 L- 0.01" CC- 0.02" CL= 0.03" EX.WB DEF CRITERIA:L/120 IN MEM 7-15; T. 0.00" -r. loint Locations e 1 0- 0- 0 9 2- 0- 0 2 2- 1-12 10 7- 6- 0 3 7- 6- 0 11 13- 0- 0 4 li- 0- 0 12 18- 5- 0 S 18- 6-0 '13 23-10- 4 6 23-10- 4 14 23-10- 4 7 26- 0- 0 15 26- 0- 0 10- 0- 0 CRITICAL MEMBER FORCES: .. TC COMP. OUR. / TEMS.11.25) OUR.) CSI 1-1 -103 1.60 / 2711.25 0.26 Z-3 -1842 1.25 / 16,1.60 0.22 3-4 -1726 1.IS / 1f81.60 0.23 4-5 -1007 1.25 / 981.60 0.23 S-6 -138 1.60 / 3181.25) 0.28 6-7 -120 1.60)/ 31f 0.25 BC COMP. OUR. / TENS. OUR. CSI 8-9 -21 1.25 / 31 1.1f 0.23 9-10 -249 1.60 / 318 1.15 0.34 10-11 -327 1.60 / 1808 1.25 0.49 11-12 -280 1.60 / 1660 1.25 0.48 12-13 -45 1.60 / 243 1.60 0.40 13-14 -1084 1.2f / 264 1.60 0.14 14-1f -26 1.2f / 26 1.25) 0.11 W8 CDMP. DUR.)/ TENS. DU R.) CSI 14-6 -315 1.25)/ 134 1.60) 0.07 1-8 -47 1.25)/ 162 1.2f 0.07 1-9 -28f 1.2f / 118 1.60) 0.04 2-9 -1035 1.21 / 144 1.60) 0.12 2-10 -121 1.60 / 1539 1.25) 0.63 3-10 -297 1.21 / 87 1.60 0.04 3-11 -270 1.25 / 67 1.Zf 0.16 4-11 / 274 1.15) 0,11 4-12 -806 1.25)/ 117 1.603 0.54 5-12 -1f9 1.25)/ 12f 1.60 0.05 5-14 -1000 1.21 / 160 1.60 NO 12-14 -Zia 1.60 / 1167 1.2f 0.47 7-14 -394 1.25 / 130 1.60)) 0.05 7-15 -f2 1.60)/ 192 1.2f) 0.08 Residence TC Zx4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD 13-6 WEB 2x4 DFL STANDARD Kcr (creep -factor) =3.00 - Refer to Joint QC Detail Sheets for .Cq factors and Rotational.Tolerances. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL.- Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless 'noted otherwise. Truss ID: E01 fe[PM]=PLATE MONITOR USED -See Joint Report" Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an FcPerpp value of the lesser of the truss chord lumber value or 625 for all bearings. - - IRC/IBC. truss.plate.valuesare based on testing and -approval as required by IBC 1703 -and AN51/TPI-and-are re ported in ESR-1118.-� - ---• Permanent bracing is regwired to prevent rotation/toppling. 5 e BCSI and ANSI/TPI 1. 4 UPLIFT REACTIONSS) : Support C&C Wind Non -Wind 1 -159 lb 2 -243 lb HORIZONTAL REACTION(5) support 1 242 11b support -2 . 242. lb.- ._ This truss is designed using the -- - - -ASCE7-10 Wind Specification- - Bldg Enclosed - Yes, - - Truss Location Not End Zone _ Exp Category = C Bldg Length 78.00 ft, Bldg Width a 70.00 ft Meanroof height - 12.77 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - S3 sqft Vertical members exposed to wind: 8- 1, 7-15 ---- --LOAD CASE #1 DESIGN LOADS - Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 26- 0- 0 0.59 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 BC Vert 16.00 2- 0- 0 16.00 24- 0- 0 0.00 BC Vert 24.00 24- 0- 0 24.00 26- 0- 0 0.00 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (LAI "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f VTrusses re9uire e�drama care in febricadng, hanming, sNpf✓in0. installing and bracing. Refer to and fallow the latest edition of BCSI (Building Component Safetylnforma6 r. try TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless >v noted otherwisq top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown �� r� ri for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 810, as applicable. Apply platesto each face of truss end I�I��\V\IJII position as shown above and on the Joint Details re0ort, unless noted otherwise. Alpine, a dirision of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in - AN ITW_COMPANY conformance with ANSVTPI t, or for handling, shipping, installation 8 bracing o1 busses. - A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professlonal engineering responsibility -..-�... - • " 2620 N. Great SW Pkwy. Grand Prairie, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - - DesignerperANS1/TPl1 Sec.2 _ `TRUSPLUS 6.0 VER: T6. S.21 For more information see this job's general notespegeandtheseweeanes; - - ALPINE: www.aloineitw.com: TPI: www toinstom, WECA ' ICC: 4/3/2017 Cust: David Trombley DIR: Drive_ML0770317_L00007_300001 _ W0: Drivej4_0770317_L000 Dsgnr: MTS #LC = 107 Vr/PLY: 183 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Li ve -. --.-0. 60 psf, . - - . 1-004 1-00-/1-00 - BC Dead 8.00 psf O.C.Spacing Z-'0- 0 Bldg'Code: CBC1-2016 DEFL.RATIO: L/240 TC: L/2401 1 2 3 4 - 5 6 7 2.00 2.5X4 1.5X3 T 4X4 1 6 D 2.5X4 7X1DT 5-10-0 3X8 5X6 1.5X3 5-10-0 2.5X4 4-I0-0 4-14-0 SHIP 1 1-L 11.5X30-4.0 5X6 5X6 1 1 4X8B1 B22.SX2-0-0W:508 W:508 2-02000 R:1110 R:' r 2-02-0-0 , d: aaaT 22-0-0 26-0-0 _ n - --12 8 9 10 11 13415 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (LAI "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f VTrusses re9uire e�drama care in febricadng, hanming, sNpf✓in0. installing and bracing. Refer to and fallow the latest edition of BCSI (Building Component Safetylnforma6 r. try TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless >v noted otherwisq top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown �� r� ri for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 810, as applicable. Apply platesto each face of truss end I�I��\V\IJII position as shown above and on the Joint Details re0ort, unless noted otherwise. Alpine, a dirision of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in - AN ITW_COMPANY conformance with ANSVTPI t, or for handling, shipping, installation 8 bracing o1 busses. - A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professlonal engineering responsibility -..-�... - • " 2620 N. Great SW Pkwy. Grand Prairie, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - - DesignerperANS1/TPl1 Sec.2 _ `TRUSPLUS 6.0 VER: T6. S.21 For more information see this job's general notespegeandtheseweeanes; - - ALPINE: www.aloineitw.com: TPI: www toinstom, WECA ' ICC: 4/3/2017 Cust: David Trombley DIR: Drive_ML0770317_L00007_300001 _ W0: Drivej4_0770317_L000 Dsgnr: MTS #LC = 107 Vr/PLY: 183 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Li ve -. --.-0. 60 psf, . - - . 1-004 1-00-/1-00 - BC Dead 8.00 psf O.C.Spacing Z-'0- 0 Bldg'Code: CBC1-2016 DEFL.RATIO: L/240 TC: L/2401 Job Name: Trombley Residence Truss ID: E01G Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 2- 1-12 740 3.50 1.50" BC 2x4 DFL #1 & Itr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 3. 2 3-10- 0 206 50" 1.50" 2x4 DFL STANDARD 13-6 Bearings designed for an FcPerp value of the 1 -106 lb 3 5- 8- 0 217 3.S0" 1. SO" DG SLIDER 2x4 DFL #1 & Btr. lesser of the truss chord lumber value or 2 -3 lb 4 7- 6- D 822 3.50"- 1.50" WEB 2x4 DFL STANDARD - 625 for all bearings. 3 -4 lb . S.. 9-.4-.0 -.. 217 3.SO" 1.50" GBL BLK 2x4 DFL STANDARD Kcr (creep factor) - 3.00 4 -118 lb- - - --" -- ^-- - -- . 6 11- 2- 0 202 3.50" 1.50" IRC/IBC truss plate values are based on Refer to Joint QC .Detail Sheets for __ _... .5 _ --4 lb. - 7 13- O= O '803 3.SO" 1.50 testingg and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 6 -3 lb ' ' 8 14-10- 0 213- 3.50.. 1.50" and AN and are reported in ESR -1118.--- loaded for 10 PSF non -concurrent BCLL. - - 7- -115 16 - - - 9 16- 8- 0 216 3.50" 1.50" 10 18- 6- 0 1122 3.50" 1.S0" Mark all interior bearing locations. - Loaded for 200# non -concurrent moving BCLL. 8 -4 lb - 11 20- 4- 0 216 3.50 1.50" - Permanent bracing is regwired to Install interior support(s) before erection. 9 -4 lb ' 12 22- 2- 0 212 3.50 1.S0 prevent rotation/toppling. See Building designer shall verify gable loads 10 -161 lb 13 23-10- 4 0 3.50" 1.50" BCSI and ANSI/TPI 1. and eave loads, if applicable. 11 -4 lb 14 24- 0- 0 826 3.50" 1.50" - Shim bearings (if needed) for req. support. g It gable bracing re uired @ 42" intervals,. 9 if face. 12 '-4 lb 14 16 " MAX DEFLECTION (span) PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) expposed to wind oad applied to See 1TkBCG' s Gable Bracing Details. - - -118 - ---This truss is "designed using the -- L/999 MEM 5-6 (LIVE) LC 1 L- -0.06" CC- -0.08" CL= -0.13" support 1 -241 lb ASCE7-10 Wind Specification , MAX DEFLECTION (cant) : support 4 172 lb Bldg Enclosed = Yes, L/999 MEM 14-15 (LIVE) LC 83 - Not designed for attic storage unless Truss Location Not End Zone " L- -0.02' CC- -0.01" CL= -0.03" noted otherwise. Exp Category C EX.WB DEF CRITERIA:L/120 Bldg Length 78.00 ft, Bldg Width - 70.00 ft IN MEM 7-15; T- 0.00" Mean roof height - 12.62 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf �_ loin[ Locations 1 0-.0- o 9 z- 0- 0 - - - Designed -as Main Wind Force Resisting System 2 z- 1-12 10 7- 6- 0 - - - - Low-rise and Components and Cladding 3 7- 6- 0 11 13- 0- 0 Tributary Area = 108 sqft 4 13- 0- 0 li 1e- 6- o Vertical members exposed to wind: 8- 1, 7-15 5 18- 6- 0 13 23-10- 4 623-10- 4 14 23-10- 4 Truss designed to support 2-0-0 top chord outlookers 7 z6- 0- 0 1s 26- o- o and claddin load not to exceed 10 PSF one face, CRITICAL MEMBER FORCES: and 24" span opposite face. Top chord may be notched TC CDM%. DUR.)/ TENS. DUR,) CSI 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT 1-z 4 1.60)/ 391 3.25) 0.34 1.25 0.11" 2-3 -74 1.25 / 12311.2S OVER CUT. No knots or other lumber defects allowed 3-4 -51 l.zs�/ 9a1.zs; o.sz 1 2 3 4 5 6 7 within 12" of notches. Do not notch in overhang or 4-5 -69 1.60/ zoo1. zs o.6z heel panel. s-6 -f3 1.60 / 463IIS 0.62 6-7 -18 1.60)/ 450 0.50 2,00 BC COMP. TENS.(DUR.) CSI 2X4 ffft.)/ 8-9 -23(1.25)/ 29(1.25) 0.07 2X4 2X4 2Xq 9-10 / 0.06 10-11/ 0.06 2X4 2.5X T 11-1z / 0.06 12-13 / 0.06 2X4 2 I 1- D 13-14-815 (1.25)/ 0.11 - 2.5X 14-15 -26(1.25)/ 26(1.25) 0.11 2 $X WB CDMP. DUR. / TENS.(DUR.) CSI 2X4 XB 14-6 -7731.2s)/ o.0e 5-10-0 2X4 2X4 2X4 H09 510-0 1-8 -40 1.60)/ 173(1.25) 0.07 1-9 -403 1.25)/ o.as 2.5X4 -0 4-4-° SHIP 2-9 -673 1.25))/ 0.07 2-10 -51 1.25)/ 148(1.21) 0.06 �2,SX4 t 1 3-30 -784 1.21 / 0.09 3-11 -107 1.25 / 41(1.60) 0.06 1�-0 _ " 4-11 -741 1.zs / 0.12 1 5 011111111 4-12 -202 1.25 / 38(1.60) 0.13 S_-916 1.zs / o.zz -0 3X6 5-14 -264 1.21 / 23(1.60) 0.13 2.5X4 2X4 2X4 2X4 2.51X ' 12-14 -191 1.2S / 0.14 7-14-sz31.z1�/ 0.07 2.0 241-12 2.0 .►j1�,.0 , �G 7-ls-50 1.60)/ 192(1.25) 0.08 r 2-0-0 22-0-0 26-0-0 - d 8 9 10 11 12 13415 I Pte; u_." AC TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super �r Strength 18 Be. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING/ Cust: David Trombley (ICA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_j4_0770317_L00007_300001 require extreme care in fabricating, handl!,,. shipping, insisting and bracing. Refer to and tallow the latest edition of BC51 (Building Component W0: Dri vrs e.�'L0770317_L000 Safety Information, by TPI and WRCA) for safety practices prior to performing these functions. Installeshall provide temporary bracing per SCSI. Unless Dsgn r: MTS #LC = 85 WT/PLY: 283 v VTrusses rN noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed 83. TC Live 20.00 psf Li r L=1.25 P=1.25 it t7 I�� r•� r7 II�Ifl11J�1 ��5��\V`� n per thew sections B7 or 810, as applicable. Appy plates to each lace of truss and for permanent lateral restraint n webs int D have braork position as shown above and an me Joint Details repo4 ualesa sited otherwise. TC SnOw(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 !///tea_ J� III Ili Alpine. a division of IFN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep - Mb r Bnd / Comp / Tens AN /TW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of profesalonal engineering responsibility BC Live. _,-,._.....D.. 00., ps.f... -1.00 /- 1.00_/ 1.00 2820 N. Groat SWPkwy. GrandPraido, TX 76050 solely for the design shown. The suitability and use o/ this drawing for any structure Is the responsibility of the Building BC Dead - ' 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSYTPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job'saimend notes page and these web sites: ALPINE: wv„ahneuream. TPI: -tr"ndtora•Wick -sloanmriftva ICC: wwvv iccruffer am Bldg Code:. -CBC -2016 DEFL RATIO: L/240 TC: L/2401 Job Name: Trombley Residence Truss ID: F01 Qty: 2 BRG " X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) : 1 0- 2-12 2723 5.50" 1.50" BC 2 x 6 DFL #2 Fabrication Tolerance - 20.D% Support C&C Wind Non -Wind 2 8- 4-12 2639 HGR 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -658 lb BRG HANGER/CLIP NOTE Kcr (creepp factor) - 3.00 lesser of the truss chord lumber value or 2 -638 lb 2 HGUS26-2 Refer to ]oint QC Detail Sheets for - 625 for all bearings. -- - - - HORIZONTAL REACTIONS)-- - Support Connection(s)/Hanger(s) are Cq factors and Rotational Tolerances..- - IRC/IBC truss plate values are based on support 1 1S9 lb •- - - -- not desiggned for horizontal loads. SEE SIM PSON-CATALOG Loaded. for 10 PSF non-concurrent.SCLL. testingg and approval as required by IBC 1703...�_.T. - support 2 159 lb. _ FOR ADDITIONAL Loaded for 200# non -concurrent moving BCLL. and ANSI/TPI and are reported in ESR -1118. - This truss is designed using the INSTALLATION NOTES .++ + + + + + + +_+ +-+ + ++ + + + + + +-+ Loaded -for -300-1b non -concurrent moving .- -" - ..A5CE7-10 Wind Specification-- - - MAX DEFLECTION (span) : Nail pattern shown is -for PLF loads and TCLL. � � Bldg Enclosed - Yes, L/999 MEM 5-6 (LIVE) LC 2 point loads converted to PLF loads only. Permanent bracing is regwired to Truss Location Not End Zone L= -0.05" CC= -0.10" CL= -0.15" EX.WB DEF CRITERIA:L/120 Concentrated loads sha11 be distributed to prevent rotation/toppling. See Exp Category C IN MEM 6- 3; T= each ply equally. Multi -ply with hangers are SCSI and ANSI/TPI 1. Bldg Length 78.00 ft, Bldg Width - 70.00 ft 0.00" based on hanger nails using 3.0" nails min. PLATING BASED ON GREEN LUMBER VALUES. Mean roof height - 11.29 ft, mph = 110 __= Joint Locations ® 1 0- o- o a o- 0- o into the carrying member. End verticals are designed for axial loads Occupancy Category II, Dead Load = 13.2 psf z a- 1- a 6 a- 1- a 3 &- 3. 6 5 4- 3- 8 If shown, use additional fasteners for point loads from the back 1 s, distributed s mm. P Y y only unless noted otherwise. 2 -PLY! Nail w lOd COMMON, sta ere% er NDS / �� (P ) Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding p 9 CRITICAL MEMBER FORCES: TC 1P.0(00R.)/ TENS.(DUR.) CSI in the chords, within 12" of hanger flange. in: TC- 2 BC- 2 WEBS- 2 PER FSOT!•" Cluster screws, if shown, are 3" long. Tributary Area - 128 sq ft - Vertical members exposed to wind: 4- 1, 6- 3 1-2 -3a27(1.2s)/ 0.23 Not desiggned for attic storage unless ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-3 47 1.25 / 48(1.25) o.0 3-0R -9 1.2S)/ 1(1.60) 0.00 noted otherwise. Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 8- 3- 8 0.59 BC COMP.(DUR.)/ TENS. (DU R.) CSI 4-5 35((1.60) 0.35 TC Vert 78.00 8- 3- 8 78.00 B- 5- B 0.51 -1a2 1.60 / s-6 / 3ua 1.25) 0.67 - - ,. _ BC Vert 566.00 0- 0- 0 566.00 8- 3- 8 0.46 BC Vert 550.00 8- 3- 8 550.00 8- 5- 8 0.48 W3 �iMP.(DUR.)/ TENS.(WR.) 0C10I 1.2S)/ IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE 1-S 3503(1.25) 0.71 2-0 / 1765(1.25) 0.36 - FRONT AND BACK FACE EQUALLY(TOTAL NAILS = 2-6 -3555`C1.25 / o.ao S2(1.60) 2-PLYS 2 3 DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. " 3-6-346C1.M5 0.400 REQUIRED 2.00 10d - 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (•) = Special Connection Req. (by others) NAIL pattern shown is based on: 1.5X3 lOd BOX 0.128" dia. x 3.0" long nail 10d COMMON - 0.148" dia. x 3.0" long nail 16d BOX - 0.135" dia. x 3.5" long nail 3X8 16d COMMON - 0.162" dia. x 3.5" long nail OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 3X8 Overhang Soffit loading - 5.0 psf 2-10-15 2.110_15 SHIP ,-4 1 j -O J BX8 axe D 1/2" GAP MAX �ndF L B, W:508 R:2723 U:-658 5 B2 Dt4o0" 08 R:2639 6 U:-638 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: David Trembley (154) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_NL0770317_L00007_300001 ^ repuire extrema care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Dri ve_M_0770317_L000 and es Safety Information, by TPI eWrCA) for safety practicprior to performing mese functions. Installers shall provide temporary bracing per BLSI. Unless Osgn r : MTS #LC = 69 WT/PLY: 63 v VTrusses ry naiad otherwise, top chord shall have property attached structural sheathing and bottom chord shell have a property attached rigid ceiling. Locations shown installed SCSI 87 810, face TC Live 20.00 psf Li r L=1. 2 P=I. 2 S �� r� r1 Q I�h\\Vvl n thehs shag have bracing per sections 63, or as applicable. APPN plates to each of truss and for perm an em lateral above and position as shown above end on the Joint Details report, unless noted otherwise. TC Snow Pf 0.00 psf C ) owDu SnDWDu r L=1.1 S P=1.15 5 II Alpine, a division or tTuv Bonding Components croup Inc., shall not be responsible for any deviation fmm this drawing, any faimre m Haim he nese m TC ' Dead 14.00 psf Rep Mb r Brill / Comp / Tens AN /1W COMPANY conformance with ANSIr PI 1, or for handling, shipping, installation & b-ing of trusaes. A seal on this drawing or cover page .fletingthis drawing, Indicates acceptance ofprofessional engineeringiesponsibility.r. ,�,�;..,°".,_ ,,_BC. Live.__ .._ ,0._00 psf 2820 N. Great SIN Pkwy. Grand Prairie, Tie 75050 ` solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead - 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI i Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information sea this job's general notes page and these web sites: - ALPUJB:wwweloneihveam TPewwvminalara WTCA:wwwabemdaan ora lcc: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: Trombley Residence Truss ID: F02 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 2- 2-12 660 5.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 10- 4-12 458 HGR 1.50" BRG HANGER/CLIP NOTE WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -122 lb 2-MUS26- Kcr (creep factor) - 3.00 - - Refer -to Joint QC Detail Sheets for - - lesser Gf the truss chord lumber value or 625 for all -bearings. - - - 2 -112 lb HORIZONTAL REACTIONS) ' Support Connection(s)/Hanger(s) are Cq-factors and Rotational Tolerances. IRC/IBC truss plate values are based on support 1 179 'b - not designed for horizontal loads. SEE SIMPSON CATALOG Loadedfor'10 PSF non -concurrent BCLL. ' -. testinggand.approval as. required by IBC 1703..: - _ _ _ _ support. ..2_ -179.1b FOR ADDITIONAL INSTALLATION NOTES ,Loaded -for 200# -non -concurrent moving BCLL. - - - - and ANSI/TPI=andare reported in ESR -1118. This truss is designed using the MAX DEFLECTION (span) _.-Permanent bracing is required to - --- - Loaded for 300 lb -non -concurrent moving -- --- - ASCEI-10 Wind Specification- - - L/999 MEM 3-4 (LIVE) LC 73 prevent rotation/toppling. See SCSI and ANSI/TPI 1. TCLL. PLATING BASED ON GREEN -LUMBER VALUES. Bldg Enclosed - Yes, Truss Location Not End Zone L- -0.06" CC- -0.04" CL- -0.10" +.+ + + + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads Exp Category - C MAX DEFLECTION (cant) OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXA only, unless noted.otherwise. Bldg Length - 78.00 ft, Bldg Width - 70.00 ft L/999 MEM 1-2 (LIVE) LC 6S Overhang Soffit loading - 5.0 psf Not designed for attic- storage unless _ - Mean roof height _= 11.46 ft, mph 110 L- -0.01" CC- 0.00" CL- -0.01" + + + + + + + + + + + + + + + + + + + + + + noted otherwise. Occupancy Category II, Dead Load 13.2 psf EX.WB DEF-CRITERIA:L/120 - - - - - - Oesigned.as Maln Wind Force Resisting System - - IN MEM 8- 4; T. 0.00" _ •_ _- - Low-rise and Components and Cladding -= Joint Locations 10- 5 0-0-0- 2 2- 1-12 6 2- 0- 0 3 5- 3- 0 7 6- 3- 0 - 4 10- 3- 8 8 10- 3- 8 CRITICAL MEMBER FORCES: -. TC COMP. DOR. / TENS. WR. CSI 1-2 -52 1.fi0 / 506 1.25 0.21 2-3 -9S 1.25 / 465 1.25 0.28 3-4 -S3 1.25 / 48 1.25 0.42 4 -OR -9 1.25 / 1 1.60 0.01 Bc COMP. DUR.))/ TENS. DUR. CSI S-6 -26 1.2f)/ 23 1.25 0.10 6-7 -187 1.60 / 512 1.25 0.21 _ 7-8 -182 1.60 / 519 1.25 0.31 WB COMP. OUR.)/ TENS. OUR. CSI 1-5 -47 1.601.25 0.08 1-6 -520 1.25 / 32 1.60 0.07 2-6 -420 1.25 / 97 1.60 0.05 3-6 74 1.60 0.23 3-7- / 273 1.25 0.11 3 e8s, -571(1.25)/ 167 1.60 0.18 4=8� -342 1.25 / 66 1.60 0.11 3.2_15 2.5X4 T Tributary Area - 21 sqft • Vertical members exposed to wind: S- 1, B- 4 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R,Plf R.Loc LL/TL - -_ TC Vert 68.00 0- 0- 0 68.00 10- 3- 8 0.59 TC Vert 78.00 10- 3- 8 78.00 10- 5- 8 0.51 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 BC Vert 16.00 2- 0- 0 16.00 10- 3- 8 0.00 1 2 3 4 2.00 . - . , _ 1-5X3 AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 Its. Plates are to be positioned per Joint Detail Report. Circled plates and false name plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 768 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v V Trusses require avlrema care in fabricating, handing. chipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Inform -ban. by TPI and VJTCA) for safety practices prior to performing these functions. Installem shag provide temporary bracing per SCSI. UNess yy noted otherwise, top chard shell have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locatiom shown it r1 �� r� rt E'er for permanent lateral restraint n webs shall have brecit finless n per other aectiana 83, B7 or 870, es applicable. Appy, plates to each lace of truss and `�//,JI III IIS IUt��\Vvl II IILr�J position as shown shwa eM on ma Joint Details report, unless noted olhervrisa. Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in AN /TW COMPANY conformance with ANSI/SPI 1, or for handing, shipping. instagegon & bracing of trusties. A seal on this drawing or coverpage listing this drawing, Indicates acceptance ofpmlesalonal engineering responsibility _ 2820 N. Groat SwPkwy. Gwnd Praldo, TX 75050 solely for the design shown. The suitability and use of thisdrawingfor any structure Is the responsibility of the Building Designer per ANSWFI 1 Sec.2 TRU$PLUS 6.0 VER' T6.5.21 - - For more information see this job's. general notes page and thesewebsites: . - ALPIICCwvay.iecaate.ora -- 2-111-15 3- -15 SHIP 0-4-0 2" GAP MAX Cust: David Trombley DIR: Drive M 0770317_L00007_100001 W0: Drive -A -0770317-L000 Dsgnr: MTS #LC = 83 WT/PLY: 6 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead "14.00 psf Rep Mbr Bnd / Comp / Tens ,BC Live.._-_., y0.0.0, psf„ _,_ ...1.00./_ 1.00./ 1.00_ BC Dead 8:00 psf O.C.Spacing 2- 0- 0 Bldg_.Code:_ 'CBC' -2016 - . DEFL RATIO: L/240 TC: L/2, Job Name: Trombley Residence Truss ID: G01 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL 91 & Btr. **[PM]=PLATE MONITOR USED -See Joint Report** UPLIFT REACTION(S) : WO: D ri ve�L0770317-L000 1 2- 2-12 626 5.50" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind noted otherwise, top chord shall have properly attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Locations shown ' 2 10- 8- 4 629 5.50 1.50" 2x4 DFL STANDARD 15-7 Fabrication Tolerance - 20.0% 1 -85 lb TC Snow(Pf) 0.00 psf 3 1S- 4-12 687 5.50" 1.50" 4 25-10- 4 656 WEB 2x4 DFL STANDARD " - - Bearings designed for an FcPerpp value of the - 2 -82 lb -` -3 ------96 - 3.50" 1.50" MAXDEFLECTION(span) Kcr (creep factor)'- 3.00 Refer Detail Sheets for - - lesser of the truss chord lumber value or 625 for all -bearings. - lb - -4 --204 lb - --- - L/999 MEM 14-15 (LIVE) LC 81 to Joint QC Cq factors and. Rotational Tolerances. ' IRC/IBC truss -plate values are based on - HORIZONTAL REACTIONS) _ L- -0.08" CC- -0.04" CL- -0.12" MAX DEFLECTION (cant) Loaded for 10 PSF non -concurrent BCLL - testingg and approval as .required by IBC 1703 -- �'----� inESR-1118. �� - "support:71 ---254 lb' 4 254.1b - _ _ L/999 MEM 7-8 (LIVE) LC113 Loaded'for 200# non -concurrent moving -- Mark all interior bearin@@ locations. - and ANSI/TPI and reported - Loaded for 300 lb non -concurrent moving support This truss is designed using the -- -• L- -0.02" CC- -0.01" CL- -0.03" Install interior supports) before erection. TCLL. ASCE7-10 Wind Specification - EX.WB DEF CRITERIA:L/120 IN MEM 8-17: T. Shim bearings (if needed) for req. support. _ Permanent bracing is regwired to Bldg Enclosed Yes, 0.00" �_ )of at Locations m PLATING BASED ON GREEN LUMBER VALUES. Not desi ned for attic storage unless pprevent rotation/toppling. See - BCSI and ANSI/TPI 1. - Truss Location Not End Zone � �ExpCategory =�C- 1 0- 0- 0 10 2- 0- 0 noted otherwise.- - -- Bldg Length 78.00 ft, Bldg Width 70.00 ft-- - 2 2- 1-12 11 6- 3- o - - - - -' - -=Mean roof -height -12 -.94 -ft,' mph 110 - -- --- -- - 3 6- 3- 0 1z 10- 8- a 4 10- 8- 4 13 Is- 4-1z Dean enc Category II, Dead Load P Y 9 13.2 psf I 1S- 4-12 14 20- 6- 0 Designed as Main Wind Force Resisting System 6 20- 6- 0 1S zs-10- 4 - Low-rise and Components and Cladding 7 25-10- 4 1521-10- 4 Tributary Area - 57 sqft 8 28- 0- 0 17 28- o- 0 Vertical members exposed to wind: 9- 1, '8-17 --- CRITICAL MEMBER FORCES: ----------LOAD CASEp#1 DESIGN LOADS ---- ------ ------ rc COMP.IDUR,I/ TENS. OUR. CSI Dir L.Plf L.Loc R.Plf R.Lot LL/TL 1-z -a41.6/ ass 0.21TC Vert 68.00 0- 0- 0 68.00 28- 0- 0 O.S9aa-4021.is/ 360 a7 1.600.31BC 3-a -1121.60/ 180 1.215 0.304-51lel Vert24.00 0- 0- 0 24.00 2- 0- 0 0.00 l.zs 0.300 BC Vert 16.00 2- 0- 0 16.00 26- 0- 0 0.00 S-6 -3101.20/ 36 1.60 0.40 - BC Vert 24.00 26-_0- 0 24.00 28- 0- O 0.00 -7 -1231.25/ 446 1.250.437-8 -1161.20)/ 475 1.25 0.33 - BC CDMP. DUR,)/ TENS. DUR•J CSI " - -- 9-10 -23 1.215)/ 30 1.25 0.10 145 1.25 0.17 10-11 -324 1.25)/ 11-12 -165 1.60 / 398 1.25 0.23 - 12-13 -155 1.20 / 17 1.60 0.22 - 13-14 -102 1.25 / 125 1.60 0.28 1 2- 3 4 5 6 7 8 14-15 -41 1.60 / 254 1.60 0.40 15-16 -621 1.25 / 225 1.60 0.09 16-17 -26 1.25)/ 26 1.25 0.11 2.00 Wa COMP. OUR.)/ TENS. DU R.) CSI ' 16-7 -452 1.215)/ 134 1.60) 0.07 171 1.20 0.07 ' 2,5X4 1-9 -44 1.60 / 1-10 -a67 1.zS / as 1.60 0.06 1.5X3 2-10 -492 1.2S / 7S 1.60 0.06 2-11 -20 1.60 / 379 1.20 0.15 T - 2.5X4 1 -0 3-11 -615 1.2S / 156 1.20 0.06 3-12 -618 1.25 / ll1 1.60 011, 2.5X4 _ 4-12 -394 1.25 / 73 1.60 0.06 5X6 I 8X10 4-13 -56 1.215)/ 70 1.zS 0.03 S-13 -599 1.25)/ 124 1.60 0.13 5-14 -40 1.60)/ 421 1.215) 0.17 6-14 -366 1.25)/ 144 1.60) 0.12 6_2_0 2,5X4 2.5X4 4-4-0 ,5X3 4-$-Q 6- -0 SHIP 6-16 -467 1.z S)/ 97 1.60 0.23 2.5X4 T 14-16 -145 1.60 / 369 1,2S 0.115 T 8-16 -552 1.25 / 115 1.215 0.08 8-17 -SZ 1.60 / 192 1.215 0.08 1i-0 1 , 1.5X3 40 2.5X4 2.5X4 5Y6 B1 5X6 3X6 2.5X B2 15-412 B3 B4 QR 2-0-0 2.0 A W:508 10-8-4 W:508 W:508 W:308 2-049,• •� C . R:626 .2-0-9, - oe R:6 R:687 R:656 1 P -R9 H, -9F; 1. 61i 204 12-0-0, 240-0 28-0-0 9 10 11 12 13 14 15617 ! �ntC u. Ae OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 • are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: David Trombl ey (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri vejL0770317_L00007_300001 ^ require extreme cera in fabricating, handling, shipping, instatfing and bracing. Refer to and follow the latest edition of BCSI (Building Component WO: D ri ve�L0770317-L000 SidInformation, by TPI end WTCA) for safety practices prior to performing mese functions. tnstaners shall provide temporary bracing per BCSI. Unless Dsgn r : MTS #LC = 221 WT/PLY: 201 v VTrusses 7Y noted otherwise, top chord shall have properly attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Locations shown ' TC Live 20.00 psf Ll r L=1.25 P=1, 2 5 lU�\vl I �� r� n ALM ab rve a -t n webs i.1 have mpart mess; n par thew sections B3, 87 or B10, as applicable. Apply Plates to sato lace of (ruse and for permanent lateralshown poai0on as anown above and on me Joint oetaila report unless noted omerwiaa. TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.1 S P=1.15 Alpine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead. 14.00 psf Rep Mb r Bind / Comp / Tens AN ITW COMPANY conformance with ANSUrPI 1, or for handling, shipping, installation & bracing of trusses. F A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility - - BC Live- :- c O:OO-psf - 1.00 / 1.00 - / 1.00. 2620 N. Great SW Pkwy. Grand Prams, TX 75050 solely for the design shown. The suitability and use of this drawing for any structureIs the responsibility of the Building- BC"Dead. "-' 8:00 psf 0.C.Spacing 2- 0- 0 Designer per ANSI/rP1 T Seat TRUSPLUS 6.0 VER: T6. 5.21, For mare information see this job's general notes page and these web sites: _ �- - B1dg..Code:_CBC-2016. RATIO: -L 240 TC: L/24 _ -_ ALPINE: wwwatune8wdam rPl;w w+aa"+are WrcA:-wwwahcind,tnr m ICC:wwwc=�areere - -'' - - _ _ .DEFL Job Name: Trombley Residence Truss ID: G01 F Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. •'[PM]=PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) 1 2- 2-12 621 5.50 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 10- 8- 4 659 5.50" 1.50" 2x4 DFL STANDARD 15-7 Fabrication Tolerance - 20.0% 1 -88 lb 3 15- 4-12 1365 5.50" 1.50 DG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an Fc Perp value of the 2 -80 lb 4 25-10- 4 1264 3.50" 1.50" WEB 2x4 DFL STANDARD - lesser of -the truss chord lumber value or - - -' 3 -189 lb - - - MAX DEFLECTION (span)- - GBL -BL -K --- - 2x4 --DFL- STANDARD - 625 for all bearings.- --- -- -- - _------ 4 -179 lb -- L/999 MEM 6-7 (LIVE) LC109 Refer to Joint QC Detail Sheets for Kcr (creep ,factor) -.3.00 _-._._. .HORIZONTAL REACTION -0.06" CC= -0,09" CL= -0.17" Cqfactors and -Rotational Tolerances. IRC%IBC truss plate values are based on '• -'-'-- " " '--' support'1 - -234 7b - - - - -- --- - - MAX DEFLECTION (cant) Loaded -for 10 PSF nonrconcurrent BCLL. testing -and approval as required by IBC 1703 support 4 234 lb - -- - L/985 MEM 7-8 (LIVE) LC113 Loaded for 200# non -concurrent moving BCLL. and AN and are reported in ESR -1118. - This truss is designed using the L- -0.03" CC- -0.02" CL= -0.04" Mark all interior bearing locations. Loaded for 300 lb non -concurrent moving ASCE7-10 Wind Specification EX.WB DEF CRITERIA:L/120 IN MEM 8-17; T= 0.00" Install interior support (s) before erection. TCLL. - - -is Bldg Enclosed Yes, =m Joint Locations a Building designer shall verify gable loads and eave loads, if applicable. Permanent. bracing regwired to prevent rotation/toppling: See - -- Truss Location Not End Zone Exp Category C 1 0- o- 0 10 z- 0- o Z 2- 1-32 11 6- 3- 0 [+] gable bracing ret red @ 42" intervals, BCSI and ANSI/TPI 1. Bldg Length 78.00 ft, Bldg Width 70.00 ft 3 6- 3- 0 li 10- e- a 4 10- 8- 4 13 IS- 4-12 if exposed to wind load applied to face. See ITWBCG's Gable Bracin Details. 9 Shim bearings(ifneeded) for req, support. PLATING BASED ON GREEN LUMBER VALUES. Mean roof height 12.79 ft, mph 110 - Occu anc Cate or II, Dead Load - 13.2 psf P Y 9 S 15- 4-12 14 Z0- 6- 0 Not designed for attic storage unless Designed as Main ind Force Resisting System 6 z0- 6- 0 16 2s-10- 4 noted otherwise. - Low-rise and Components and Cladding 7 2s-10- 4 16 2S_10- 4 Tributary Area 88 sgft 8 28- 0- 0 17 28- o- o 9 0- o- 0 Vertical members exposed to wind: 9- 1, 8-17 P CRITICAL MEMBER PoRtES: TC COMP. OUR. / TENS. DUR. CSI _ _ Truss designed to support U ort 2-0-0 to chord outlookers 9 PP P 1-z -so 1.60 / s17 1.2s 0.:1 and cladding load not to exceed 10 PSF one face, 2-3 -Ods 1.25 / 57 1.60 0.31 3-4 -101 1.60 / 241 1.2E 0.31 - - - - and 24" span o osite face. To chord may be notched P PP P Y 4-5 -B1 1.fi0 / z611.zs o.41 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT S-6 -675 1.25/ 0.53 OVER CUT. No knots or other lumber defects allowed (( >> i -e -ia4 1:60)/ / ei0 1 25> o:ai within 12" of notches. Do not notch in overhang or heel panel. BCC.4 11UR.)I TENS. Il R. CSI 9-10 -22 1.25)/ 30 1.2E 0.12 10-11 -366(1.25)/ 189 1.2E 0.19 11-12-161(1.fi0)/ 437 1.25) 0.22 12-13 -213 1.25 / 62 1.60 0.22 -- - - 13-14 -126 1.25 / 110 1.60 0.28 1 2 3 4 5 6 7 8 14-1s -50 1.60)/ 234 1.60 0.40 15-16 -1247 1.25)/ 0.18 16-17 -26 1.25)/ 26(1. ZS) 0.11 F2 00 W8 COMP. OUR.)/ TENS.(...) CSI 2X4 - 16-7 -725 1.25)/ 0.13 2)(4 2X4 1-9 -45 1.60)/ 168(1.25) 0.07 52 2X4 2X4 2.5X 1-10 -538 1.25)/ 1.60 0.07 2-10 -494 1.I5)/ 82 1.60 O.OS 2X4 2X4 T 2-11 -34 1.60)/ 401 1.25 0.16 2 r�X 1 D- 3-11 -48 1.25 / 172 1.2E 0.07 3-12 -709 1.25 / 103 1.60 0.27 2X4 2X4 3 4-12 -400 1.25)/ 84 1.60 0.06 2X4 2X4 X10 4-13 -79 1.25)/ 80 1.25 0.04 yC4 7 5-13 -1257 1.25)/ 0.24 5-14 / 814(1.25) 0.33 -Q 2X4 2.SX B-2-0 6-14 -793((1.25)/ 0.23 2.5X4 4_�p SHIP 6-16 -716(1.25)/ 0.36 14-16 / 763 1.25 0.31 T2 -5X4 8-16 -684 1.20)/ 244 1.60 0.09 8-17 -51 1.60)/ 192 1.25 0.08 1i-0 IO , 5 0-4-0 2.5X4 171 2,5X4 B1 2X4 5X6 2X4 2 3X8 2.5 4 4 B3 B4 , 2-0-0 2.0 W:508 10-8-4 15_4- 12 W:508 W:308 2-RIDI w11 1�,, C R:621 .2-0-0'_tr: X4R-1365 R:1284 1 1--1Rq 'T F 1x9-12 24-0-0 28-0-0 9 10 11 12 13 14 15617 I s r�r`< B2 L: W:508 TYPICAL PLATE: 1.5X3 4 SUPPORTS_ 0 OVER U:6 C IVti� All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!"READ AND FOLLOW ALL NOTES ON THIS DRAWING) /^\\ (C41 `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f� VTrusses re4uire 111,11t, -lin fabricating, handling, shipping, instating and bracing. Refer to and follow the Wtest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown i -r TI �� r� rt I� for permanent lateral restraint and n webs shag have bracing installed per BCSI tractions 83, 87 or 870, as applicable. APDN plates to each face of truss and �//,JI III ll� � IUr��\V`I Ill III `r`� position as shown above and on the Joint Details report unless noted oNanvisa. Alpine, a division of ITN Building Components Group Inc.. shad not be responsible for any deviation from this drawing; any failure to build Na truss in AN /TW COMPANY conformance with ANSI/TPI 1, m for handling, shipping, installation a bracing of busses. - - ."A.seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 2820 N. Groat sw Pkwy. Grand Prattle, Tx 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANS11TP/ f Sec.2 TRUS PL US 6.0 VER' T6.5..211 - For more inform - don sae this job's general notes page and Nese web sites: - - ALPINE: biisnnL 1y0ejb0.l:gm: TPI: vnev bi tof-' WTCA: www nbcinduetry ora ICC: wyevvieclah, ore 4/3/2017 Lust: uavict Iromoley DIR: DrivejL0770317_1-00007-300001 W0: DriveJL0770317-L000 Dsgnr: MTS #LC = 221 Wi/PLY: 3C TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf _- 1.00 / .1.00 / -1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2 Job Name: Tromble BRG X -LOC REACT SIZE REQ'D 1 2- 1-12 1158 3.50" 1.50" 2 24-10- 4 1158 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM .3-4 .(LIVE) LC 87 L-0.14" CC- -0.20" CL= --0.34" MAX DEFLECTION (cant) : L/999MEM'i8-9 (LIVE)_LC126 - L= -0.02', CC- 0.02" CL- 0.04" EX.WBDEF CRITERIA:L/120 IN MEM 14- 7; T. 0.00" 3oint Locations 1 0- 0- 01 8 0- 0- 0 2 2- 1-12 - 9 2- 0- 0 3 8- 0- 0 10 8- 0- 0 4 13- 6- 0 11 13- 6- 0 S 19- O- 0 12 19- 0- 0 6 25- 0- 0 13 2S- 0- 0 7 27- 0- 0 14 27- 0- 0 CRITICAL MEMBER FORCES: TC COMP 11R.)/ TENS. WR.) CSI 1-2 -53(1.603/ 482 1.25) 0.39 _ 2-3 -1981(1.25 / 115 1.60) 0.S7 3-4 -1826(1.25)/ 121 1.60) O.S7 4-S -1826(((1.253)/ 121 1.60))) O.S7 S-6 -1981 1.25 / 115 1.60 O.S7 6-7� -53 1.fi0 / 482 1.25 0.39 BC COMP. DUR.)/ TENS. DIV) CSI 8-9 -21 1.25)/ 24 1.2S) 0.09 9-10 -219 1.25)/ 356 1.25) 0.30 10-11 -124 1.60)/ 1941 1.25) 0.43. 11-12 •-124 1.60)/ - 1941 1.2S 0.43 12-13 -219 1.2 s)/ 356 1.25) 0.30 13-14 -2f 1.25)/ 24 1.2S) 0.09 WB COMP. DUR. / TENS. DUR. CSI 1-8 -S1 1.60 / 184 l.ZS 0.07 1-9- -493 1.25)/ 58 1.25) 0.06 2-9 -1110 1.25)/ 112 1.60) 0.13 2-10 -f1 1.60)/ 1663 1.25) 0.68 Sao -300 l.zs;/ 7S 1.60; O.o4 3-11 -408 1.25 / 89 1.25 0.24 4-11 / 29S 1.25) 0.12 5-11 401,1 89 1.211 0.24 S-12 -300 1.25)/ 7S 1.60) 0.04 6-12 -52 1.60)/ 1663 1.25) 0.68 6-13 -1114 1.253)/ 112 1.60))) 0.13 7-13 -493 1.25 / SB 1.25 0.06 7-14 Residence TC 2x4 DFL 91 & Btr. BC 2x4 DFL #1 & 8tr. WEB 2x4 DFL STANDARD Kcr (creep factor) 3.00 -Refer to Joint QC Detail Sheetsfor _ Cqfactors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL.- Permanent bracing is required to prevent rotation/toppling. See BC5I and AN5I/TPI 1. Not designed for attic storage unless noted otherwise. 3-1-0 Truss ID: K01 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearingsdesigned for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on - testing and approval as required by IBC 1703 - and AN?I/TPI and are reported in ESR -1118. Loaded for 300 -lb non -concurrent moving - TCLL. PLATING BASED ON GREEN LUMBER VALUES. _ .End verticals are designed for axial loads only, unless noted otherwise. r 13-6-0 r 13-6-0 r 1 2 3 4 5 6 7 F2_0 D 2.0 6X8 UPLIFT REACTION(5) : Support C&C Wind Non -Wind 1 -101 lb 2 -101 lb - This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category = C - -- - - Bldg Length 78.00 ft, Bldg Width - 70.00 ft ' Mean roof height - 11.88 ft, mph - 110 Occupancy Category II, Dead Load 13.2 psf - Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 55 sqft Vertical members exposed to wind: 8- 1, 14- 7 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 27- 0- 0 0.59 BC Vert 24.00 0- 0- 0 24.00 2- 0- 0 0.00 BC Vert 16.00 2- 0- 0 16.00 25- 0- 0 0.00 BC Vert 24.00 25- 0- 0 24.00 27- 0- 0 0.00 I 2.5X4- I - 3 T S0HIP ,gQ 1.5X3 2.00 -0-0 2-0-0 RA 158 R:1158 2-0-0 61! 494 M 23-0-0 27-0-0 8 9 10 11 12 13 14 All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 768 - Homewood TruSs **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses reQuire extreme care in fabri,1119, handing. shipping. Installing se ng antl bracing. Refer to and follow me latest edition of BCSI (Building Component Safely Information. by TPI and VJTCAt for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per SCSI. Unless yu noted otherwise• top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown �-t �� t� tr for permanent lateral restraint of waits int O have Deering installed per SCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and `///�)I �j I^�\�`S� Ill posi0on as shown above and on me Joint Details report, unless noted omarwise. _ Ll Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in _ AN /TW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, instaflabon & bracing of trusses. A seal on this drawing or cover pagelistingthis drawing, indicates acceptance of professional engineering responsibility ¢o N' -I Sw Pkwy. Grand Pmfrie, TX 76060 solely for the design shown. The suitability and use of this drawing for any structure is the responslbllify, of the Building Designer per ANSb TPI 1 Sec.2 TRUSPLUS 6.0 VER- T6.5.21 For more information sea this jobs genera notes page and these web sites:. . - - - ALPINE'www.nai-itwc-Tiolwww.tdinstore'WTCAwwwsbdndwty. -ICC'www.icceafeare •• 4/3/2017 Cust: David Trombley DIR: Drive.M_0770317_L00007_300001 W0: DrivejL-077O317_L000 Dsgnr: MTS #LC = 127 WT/PLY: 167 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead - " 14:00 psf Rep Mb�r Bhd-/ Comp / Tens BC>Li.ve.=-.: O.00•.psf_.....-.-- 1.00-/-..1.00./•.1:00 -. --- BC Dead -- 8.00 psf O.C,Spacing 2--0- 0 Bldg Code:. CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: Tromble BRG X -LOC REACT SIZE REQ'D 1 2- 1-12 799 3.50" 1.50" 2 4- 0- 0 192 3.50" 1.50" 3 6- 0- 0 205 3.50" 1.50" 4 8- 0- 0 920 3.50" 1.50" 5 9-10- 0 208 3.50" 1.50" 6 11- 8- 0 216 3.50" 1.50" 7 13- 6- 0 819 3.50" .1.50" - 8 1S- 4- 0 216 3.50 1.50" 9 17- 2- 0 208 3.50" 1.50" 10 19- 0- 0 900 3.50 1.50" 11 21- 0- 0 202 3.50" 1.50" 12 23- 0- 0 203 3.50" 1.50" 13 24-10- 4 260 3.50" 1.50" 14 25- 0- 0 767 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 93 L- -0.10" CC- -0.07" CL- -0.17" MAX DEFLECTION (cant) : L/999 MEM 6-7 (LIVE) LC 99 L- 0.01' CC- 0.01" CL- 0.02" EX.WB DEF CRITERIA:L/120 IN MEM 14- 7; T. 0.00" -Joint Locations 1 0-0-0 8 0-0-0 - 2 2- 1-12 9 2- 0- 0 3 e- o- 0 10 e- o- o 4 13- 6- 0 11 13- 6- 0 5 19- 0- 0 12 19- 0- 0 6 2S- 0- 0 13 25- 0- 0 7 27- 0- 0 14 27- 0- 0 CRITICAL MEMBER FORCES: TC COMP. OUR.))/ TENS. DUR.) CSI 1-2 -. 1.25)/ 625 1.25) 0.44 2-3 -128 1.25 / 175 1.25 0.60 3-4 -121 1.25 / 62 1.2S 0.59 4-5 -121 1.25)/ 62 1.25 0.59 5-6 -172 1.253/ 157 1.25 0.59 6-7 -63 1.25)/ 606((1.25)) 0.45 8g92ffl°253/ TEN24(1u25) 0009 9-10 / 0.07 10-11 / 0.06 1112 0.06 12-13 % 0.06 - 13-14 -23(1.25)/ 27(1.25) 0.06 Residence TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. OG SLIDER 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD GBL BLK 2x4 DFL STANDARD Refer -to Joint -QC- Detail--Sheets-for-- -- Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL. Mark all interior bearin@@.locations :. Install interior support(s)-before erection. Building designer shall verify gable loads and eave loads, if applicable. [+] gable bracing required 0 42" intervals, if expPosed to wind load applied to face. See ITWBCG's Gable Bracing Details. Not designed for attic storage unless noted otherwise. ' Truss ID: K01G Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearingsdesigned for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Kcr (creep -factor)-- 3.00 ---- - IRC/IBC truss plate values are based on - testing and approval as -required by IBC 1703 • - and AN I/TPI and are reported in ESR -1118. Loaded for 300 lb non -concurrent moving TCLL. Permanent bracing is regwired to Prevent rotation/toppling. See SCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. - PLATING BASED ON GREEN LUMBER VALUES. - This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category C BldgLength 78.00 ft, Bldg Width a 70.00 ft X Mean roof height a 11.88 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main.Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 106 sq ft Vertical members exposed to wind: 8- 1, 14- 7 13-6-0 i 13-6-0 1 2 3 4 5 6 71 2_00 2X4 2X4 2.0 2X4 2X4 - ,VA 2X4 2X4 2.5X4 ,2.5X4 11 2.0 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -34 lb 3 -1 lb 4 -40 lb .5 .__1. lb - 6 -1 lb . 7'- -- -35 lb - 8 -1 lb 10 -39 lb 11 -1 lb 13 -1 lb - -62 lb - - 14 -33 lb HORIZONTAL REACTION(S) ' support 1 -384 lb support 4 270 lb support 7 144 lb . support 10 -268 lb support 13 179 lb support 14 -313 lb Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" span opposite face. Top chord may be notched 1.5 deep x 3.5' at 48" O/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 2X4 2X4 T C4 2X4 2.5X4 (4 390 JT 6_ 0 1 I SHIP 2.5X4 $X6 2$-1-12 -2.00 12 13 14 OVER SUPPORT AS SHOWN ,2-0-0 } - 2-0-0 , 23-0-0 9 10 11 TYPICAL PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 pa., 'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false (fame plates 4/3/2017 A J are positioned as shown above. Shift gable stud plates to avoid overlap witstructural plates. 4/3/20 1 / 1-86 1-9 -632 1.25)/ 183 1.25 0-0 T 21 1.25 0.08 ill 2-9 -758 1.25 / 0.08 Trusses,,Quire extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component 2-10 -210 1.25 / 242(1.25) 0.13 Dsgn r : MTS #LC = 105 WT/PLY: 246 3-10 -678 1.25)/ 0.11 3� ' 3-11 4-11 -90 1.25)/ -728 1.2S / 82(1.25) 0.05 0.12 owDu $nOWDUr L=1.1$ P=1.15 S-11 S-12 -123 1.25)/ -854 1.25)/ 63(1.25) 0.07 0.11 Rep Mb r Bnd / Comp / Tens 6-12 6-13 -218 1.25)/ -758 1.25)/ 240(1.25) 0.13 0.08 - -- -_ 1.00_./ 1:00 ./ 1-:00-.•: 7-13 -612 1.2 S)/ 7S (1.25) 0.08 0.C.Spacing 2- 0- 0 7-14 -39 1.60)/ 170(1.25) 0.07 Truss ID: K01G Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearingsdesigned for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Kcr (creep -factor)-- 3.00 ---- - IRC/IBC truss plate values are based on - testing and approval as -required by IBC 1703 • - and AN I/TPI and are reported in ESR -1118. Loaded for 300 lb non -concurrent moving TCLL. Permanent bracing is regwired to Prevent rotation/toppling. See SCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. - PLATING BASED ON GREEN LUMBER VALUES. - This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category C BldgLength 78.00 ft, Bldg Width a 70.00 ft X Mean roof height a 11.88 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main.Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 106 sq ft Vertical members exposed to wind: 8- 1, 14- 7 13-6-0 i 13-6-0 1 2 3 4 5 6 71 2_00 2X4 2X4 2.0 2X4 2X4 - ,VA 2X4 2X4 2.5X4 ,2.5X4 11 2.0 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -34 lb 3 -1 lb 4 -40 lb .5 .__1. lb - 6 -1 lb . 7'- -- -35 lb - 8 -1 lb 10 -39 lb 11 -1 lb 13 -1 lb - -62 lb - - 14 -33 lb HORIZONTAL REACTION(S) ' support 1 -384 lb support 4 270 lb support 7 144 lb . support 10 -268 lb support 13 179 lb support 14 -313 lb Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" span opposite face. Top chord may be notched 1.5 deep x 3.5' at 48" O/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 2X4 2X4 T C4 2X4 2.5X4 (4 390 JT 6_ 0 1 I SHIP 2.5X4 $X6 2$-1-12 -2.00 12 13 14 OVER SUPPORT AS SHOWN ,2-0-0 } - 2-0-0 , 23-0-0 9 10 11 TYPICAL PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 pa., 'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false (fame plates 4/3/2017 A J are positioned as shown above. Shift gable stud plates to avoid overlap witstructural plates. 4/3/20 1 / 268 - Homewood Tru S **WARNING!"'' READ AND FOLLOW ALL NOTES ON THIS DRAW/NGI Cust: David Trombl ey ill **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive M 0770317_L00007_100001 Trusses,,Quire extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Dri ve�L0770317_L000 Safety Inform -ban, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : MTS #LC = 105 WT/PLY: 246 V V ry noted otherwise, top chord shall have property attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Locations shown TC Live 20.00 sf Li r L=1 . 2 5 P=1. 2 5 i•, �� r� rt ��\�\J�)I� for permanent lateral restraint of webs shag have bracing installed per BCSI sectio,, B3, B7 or 810, as applicable. APPY plates to each face of trust and position as shown above and on the Joint Details report unless noted otherwise. TC $nOW Pf 0.00 psf ( ) owDu $nOWDUr L=1.1$ P=1.15 `/�,/ J� Alpine, a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSI7TPI 1, or for handling, shipping, instigation B bracing of busses. -- - _ A seal on this drewing or cover page listing this drawing, Indicates acceptance of pmfesslonal engineering responsibility -- - - - . •BC _,Li.ve ----.-..--0.00 -psf- - -- -_ 1.00_./ 1:00 ./ 1-:00-.•: 2870 N. Great SW Pkwy. Grand prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responslblltty, of the Building BC Dead 8.00 psf 0.C.Spacing 2- 0- 0 Designer per ANSYTPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more.informatton see this job's general notes page end these websites: ALPINE:wwvi.aldneitri:cam: TPI: wwwtdnstamWTCAmm.eocindtnm :ICC:wwwcmafeore Bldg Code:_ CBC -2016 _. DEFL-RATIO:-L/240 TC:_L/24 Job Name: Trombley Residence Truss ID: L01 F Qty: 1 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 4- 1-12 1370 3.50 1.50" 2 9-11- 4 251 1.50" BC 2x4 DFL #1 & 8tr. Fabrication Tolerance = 20.0% appl when truss not supported in a hanger. 1.50 3 9-11- 4 648 HGR 1.50" DG SLIDER 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or _ UPLIFT REACTIONS) : Support C&C Wind Non -Wind BRG HANGER/CLIP NOTE - Kcr (creep factor) - 3.00 - 625 for all bearings.- - - - 1 -139 lb - 3 °MUS26 IRC/IBC truss plate values are based on - - Refer to -Joint QC -Detail Sheets -for-- -- 2 - -119 lb -347 lb - - Support Connections)/Hanger(s) are notdesigned -for horizontal loads. - testingg and approval as required by IBC 1703 -- Cq factors and Rotational Tolerances. . -Loaded --�� _ 3 . - .-53 lb -15 lb - - ^ --Thisdesigned SEE SIMPSON CATALOG - and'ANSI/TPI'and are -reported -in ESR -1118.- for'10"PSF non -concurrent BCLL - truss-is using the _ - • ADDITIONAL INSTALLATION.;NOTES Loaded"for 300 lb non -concurrent moving TCL(.: Loaded for 200#non-concurrent moving BCLL'. Mark-all'inter.ior. bearingg locations. - A5CE7-10 Wind Specification - - Bldg•Enclosed - Yes, MA MAX DEFLECTION (span) Drainage shall be provided to avoid ponding. - Install -interior supports) before erection.- Truss Location - Not End Zone - L/577 MEM 2-3 (LIVE) LC 79 L- -0.12" CC- -0.12" CL- -0.24" Building designer shall verify gable loads _ Permanent bracing is required to _ Exp Category = C MAX DEFLECTION and eave loads, if applicable. prevent rotation/toppling. See Bldg length 78.00 ft, Bldg Width - 70.00 ft (cant) : L/489 MEM 1-2 (LIVE) LC [+] gable bracing required @ 42" intervals, BCSI and ANSI/TPI 1. for Mean roof height - 10.56 ft, mph - 110 Category II, Dead Load 13.2 0. -0.10' CC= -0.07" CL= -0.11" if exposed to wind load applied to face. See IIWBCG's Gable Bracing Details. Shim bearings -(if needed) req. support. -PLATING BASED -ON GREEN LUMBER VALUES. Occupancy = psf Designed as Main Wind Force Resisting System EX EX.WB DEF G1; A:.00" The DG Slider may be notched 1.50" deep Not designed for attic storage unless - Low-rise and Components and Cladding T. IN MEM 5- 1; T. 0.00" (max.), only within the boxed area. Do not noted otherwise. Tributary Area - 35 sgft __= loint Locations over cut the notches. If multiple ply,... - Vertical members exposed to wind: S- 1 1 -0- o- o s o- 0- o - 3 s-10-10 6 5-10-1u -connect- theDG Slider lies the sameas - - -- - LOAD CASE #1 DESIGN LOADS R.Plf R.Loc 4 10- o- o e 10- o- o the top chord (no notc sections). - Dir L.Plf L Loc LL/TL TC Vert 136.00 0- 0- 0 138.00 10- 0- 0 0.59 CRITICAL MEMBER FORCES: BC Vert 24.00 0- 0- 0 24.00 10- 0- 0 0.00 TC COMP. 00R. / TENS. OUR. CSI 1-2 -1261.60 / 2941.2s 0.66 Truss designed to support 2-0-0 top chord outlookers 2-3 -3 1.2f / 2 1.2s 0.66 and cladding load not to exceed 10 PSF one face, g 3-4 - -8 1.225 / S 1.25 0.12 4-0 0 l.zs / o 1.2s o.00 and 24" span opposite face. Top chord may be notched � BC (AMP. (OOR. / TISli OUR. csI 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT 5-6 -16(1.603/ 17 1.60 0.33 OVER CUT. No knots or other lumber defects allowed 6-7 -1296(1.2s3/ 1261.so 0.44 within 12" of notches. Do not notch in overhang or 7-8 31 1.60 / 33 1.60 0.21 heel panel. 8-0 0 1.zs)/ o 1.2s 0.0o Wa CoMP, (OOR.)/ TENS.(OUR. CSI - - 1-s -73(1.60)/ 199(1.25) 0.08 Y 1-6 -1341((((1.25))))/ 13001.60) 0.39 2-6 -967(1.2 f)/ 0.11 ' D.25 2-7 -128((((1.6033/ 1319((1.25)) 0.54 3-7 -663 1.2f / 12301.2s) 0.07 1 2 g T 1-8-8 1118 10-0-0 1.5X3 '4YA dXR IN TYPICAL PLATE: 2X4 6 VV::lu0 R:1370 U:-139 B T B2 W:108 R:251 U:-347 116 SHIP B3 'MUS26 W:108 R:648 U:-53 All connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombley (G41 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve-)L0770317_L00007_J00001 remd extreme care in febricasng, handling, shipping, installing end brad,,. Rale, to old lollow the latest edition of BCS' (Building Component WO: Drive -M -0770317-L000 Safety Information, by TPI and WTCA) for safety practices prior to performing mese functions. Installers shag provide temporary bracing per SCSI. Unless Dsgnr: MTS Ii = 81 WT/PLY: 76 v VTrasses ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached right ceiling. Locations shown Appy face TC Live 20.00 psf Li r L=1.2 5 P=1.25 lU�\\IJI �� r� n e3. B7 or Blo, as applicable. phetaa to each o+tmss and n webs snap have bred,, finless n per eher otherwise. for permasnent shown above positlon as shown shwa end on the Joint Details repo,L unless noted otherwise. TC SI10W (Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 Alpine: a division of ITW Building Components Group Inc.. shell not ba reaperisiWa for any deviation /rom.tlJs d_rewing, any /e3ure to build the truss in - TC Dead 14.00 psf Rep . Mb r Bnd /Comp /Tens AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, installation & bracing of trusses. - . - A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility • - - - BC Live _ 0.00 psf - .1.00 / 1.00 /.1.00 •1.002820 2820N. Greer SWPkry. Grand PreMo, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 12.00 psf 0. C.Spaei ng 2- 0- 0 Designerper ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE:wwwaleinem„eam,TPcwwwtoieaters.WTCA:wwwa6rindusmare:ICC: -ic-feor, - Bldg Code: CBC -2016 DEFL RATIO: L/240 TC:_ L 24 Job Name: Trombley BRG X -LOC REACT SIZE REQ'D 1 4- 1-12 928 3.50" 1.50" 2 13-11- 4 499 HGR 1.50" BRG HANGER/CLIP. NOTE 2 "MUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 79 L- -0.08" CC- -0.06" CL= -0.1S" MAX DEFLECTION (cant) : L/635 MEM 1-2 (LIVE) LC 69 L- -0.08" CC- -0.03" CL= -0.11" EX.WB DEF CRITERIA:L/120 IN MEM 6- 1; T- 0.00" _ loint Locations 1 0- 0- 0 6 0- 0- 0 2 4- 1-12 7 4- 1-12 3 9-0-0 8 9-0-0 4 13-10- 0 9 13-10- 0 5 14- 0- 0 10 14- 0- 0 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. C5I .1-2 -112 1.60 / 1063 1.2f 0.38 2-3 -815 1.25 / 62 1.2f 0.36 3-4 -6 1.25 / 5 1.2f 0.41 4-S -2 1.25 / 0 1.60 0.02 BC COMP. DUR. / TENS. DUR. CSI 6-7 -18 1.60 / 19 1.60 0.22 7-8 -932 1.2f / 179 1.60 0.23 8-9 -f3 1.60 / 860 1.2f 0.37 9-10 -38 1.60 / 46 1.60 0.14 10-0 0 1.25)/ 0 1.60 0.00 WS CAMP. DUR.))/ TENS. ((DUR. )) CSI 1-7 -109 108 1.25)% 108(1.60) 0.33 2-7 -664 HOW 10111.60 0.08 2-8 -59 1.60 / 9881.2f 0.40 3-8 -138 1.25)/ 1001.25 0.04 3-9 -881 1.2f / 561.60 0.38 4-9 -346 1.25)/ 341.60 0.04 Residence Truss ID: L02 Qty: 17 "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" TC 2x4 DFL #1 & Btr, Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% apply when truss not supported in a hanger. reRuir, ev[reme care in labricadng, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the UPLIFT REACTION(S) : Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. UNess Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or Support C&C;Wind Non -Wind no ted otherwise, top chord shall have property attached structural sheamino and bottom chard *hail nave a properly attached dgid ceiling, Locations et,uwn Refer to Joint QC Detail Sheets for - - 625 for all bearings. - ' - - - '1 - -102-•1b-• - - - '--- �� Cq factors and Rotational, Tolerances. - IRC/IBC truss plate values are -based on.- - 2 - -15 lb - - -- -- - Loaded for 10 PSF non -concurrent BCLL ..testing and approval. as required by IBC 1703 _ _ This truss is designed. using .the ' Rep Mb r Bnd -/ Comp ' / Tens Loaded for 200# non -concurrent moving.BCLL ' and.ANSI/TPI and are reported in ESR -1118. - - - ASCE7=10-Wind:Specification ,. BC, Li ve.a> : e 0 - 0.0, sf;,, Drainage shall be provided to avoid ponding: - - Loaded for 300 lb'non-concurrent moving - - -TCLL. '- - _ B1dgEnclosed .-Yes--"•' - "- - End Zone - PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless - .. -• - -Truss Location =Not Exp Category = { noted otherwise. Bldg Length 78.00 ft, Bldg Width - 70.00 ft 6.0 VER: T6.5.21 For more informadun see Nis job's generel notes page end these web aitas:TRUSPLUS _.__ Mean roof height - 10.75 ft, mph -= 110 DER RATIO: L/240 TC: L/24 - Occupancy Category II, Dead Load = 13.2 psf. _ - Designed as Main Wind ForceResisting-System - - _ " - - - - --- _ Low=rise and'Components-and Cladding - Tributary Area = 28 sqft Vertical members exposed to wind: 6- 1 1 2 3 A 0.25 .... 3Yd 1.5X3 R:928 U:-102 I 14-0.0 1 6 7 8 103 T 8 B2 'MUS26 W:108 R:499 U:-15 All connector plates are ALPINE Wave 20 ga., unless preceded by `H" for Hi In Strength 20 ga., "S" for Super 4/3/2017 T � Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates �3/2O A 1 T are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4 268 - Homewood Tru s "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" Crust: David Trombley DIR: Drive.M0770317_L00007_300001 CCU FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. reRuir, ev[reme care in labricadng, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Drive -M -0770317-L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. UNess Dsgn r: MTS #LC = 89 WT/PLY: 82 v VTrusses ry no ted otherwise, top chord shall have property attached structural sheamino and bottom chard *hail nave a properly attached dgid ceiling, Locations et,uwn TC Live 20.00 psf Li ve0u r L=1. 2 5 P=1. 2 5 �� for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3. 87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on me Joint Details report unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 Alpine, a division of.ITW Building Components Group Inc.. shall not be responsible for arty deviation from this drawing,.amy failure to build me truss in-- -: - v TC -Dead 14.00 psf ` ' Rep Mb r Bnd -/ Comp ' / Tens AN l7YY COMPANY_ conformance with ANSVTPI 1, or for handling, *hipping, installation & bracing of trusses. A seal on this drawing or cover e e listing this drawing, Indicates acceptance o! rofessional engineering responsibility, -,. , ,. BC, Li ve.a> : e 0 - 0.0, sf;,, - -a 1::15, .1,10 11.30 i20 N. Grmr 8W Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building .. -I.-Bldg BC Dead = x.12-.00 =psf _ - 0.C:SpaCing " 2- 0- 0DesignerperANSI/TPlI Seal ,. 6.0 VER: T6.5.21 For more informadun see Nis job's generel notes page end these web aitas:TRUSPLUS _.__ Code;_ CBC -2016 DER RATIO: L/240 TC: L/24 ALPINE:www.soineft-ora TPew w.tan,ta,a.yvreA: ICC wmiersof.ro Job Name: Trombley Residence Truss ID: L03F Q 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) . 1 4- 1-12 1720 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 6- 0- 4 19 1.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerp value of the 1 -332 lb 3 5-10- 4 23 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or - 2 -80 lb -224 lb .... MAX DEFLECTION (span) : 'GBL BLK_ - 2x4 DFL -STANDARD .. _ _ .�..: 62S for all,bearings. - _ 3 -280 lb -71S 1b - L/999 MEM 2-3. (LIVE) LC61Refer to.loint QC Detail Sheets for - _ Kcr (creep factor - 3.00 - =_ - ) .>;: HORIZONTAL-REACTION(5) .. L= 0.00" CC- 0.01" CL= 0.01" - Cgfactdrsand Rotational Tolerances. ._ _ .IRC/IBC truss plate values are based on ' '... - support 1 -1128 16 - _--' MAX DEFLECTION (cant) MEM 1-2 Loaded for 10 PSF non -concurrent BCLL. - - - - - testingandapproval as required -by IBC -1703 -- = ` -^ support -:3- 1128.1b-- - L/738 (LIVE) LC 61 L- -0.02" CC- -0.08" CL= -0.15" ..Loaded -for 200# non -concurrent moving BCLL. -_ Mark all interior bearin@@ locations. - - and ANSI/TPI and are reported in ESR -1118. -� Loaded for -300 lb non -concurrent moving - This truss is designedusingthe ASCE7-10 Wind Specification - - EX.WB DEF CRI Install interior supports) before erection. TCLL. - Bldg Enclosed =Yes-, INMEM6- 3; T= 0.00" Permanent bracing is regwired to Drainage shall be provided to avoid ponding. Truss Location Not End Zone joint Locations a revent rotation/toppling. See Building designer shall verify gable loads - _. Exp Category = C 1 0- 0- 0 4 0- 0- o z 4- laz s 4- 1-12 SCSI and ANSI/TPI 1. -� andeave-loads, if applicable... - • • Bldg Length 78.00 ft; Bldg Width 70.00 ft •-- - 3 6- 0- 0 6 6- 0- 0 Shim bearings (if needed) for req. support. VALUES. [+] gable bracing required 0 42" intervals, if load lied to face. - - Mean roof height= 10.52 ft. mph m 110 _ Occu Cate II, Dead Load 13.2 - - CRITICAL M1`6 E1 FORCES: PLATING BASED ON GREEN LUMBER Due to high uplift reaction, this truss exposed to wind a pp PP See ITWBCG's Gable Bracing Details. anc or psf P Y 9 Y Designed as Main Wind Force Resisting System TC COMP. OOR. / r141.<(DOR. c49 1-2 0 1.603/ 1416(1.2s3 o. a9 requires special connection details - Low-rise and Components and Cladding Z-3 -12 1.60 / la 1.60 0.36 (designed gy others) to secure truss Tributary Area - 27 sqft - 3-0 :01 1.zs / 0{1.603 0.10 0-0 1.25 / 01.25) 0.00- to a rigidly anchored support PP - Vertical members exposed to wind: 4- 1, 6- 3 P Not designed for attic storage unless Truss designed to support 2-0-0 top chord outlookers BCCOMP.DUR. / 7FN5. DUR. c" noted otherwise. �^ and claddingload not to exceed 10 PSF one face, 4-5 161.60/ 17 1.60 0.24 5-6 -1221.25/ 2 1.60 0.23 and 24" span opposite face. Top chord may be notched 6-a-1811.601/ 1129 1.2s 0.30 1.5 deep x 3.5' at 48" o/c along top edge_. DO NOT 0-1 / 0.08 _ - OVER CUT. No knots or other lumber defects allowed WB COMP. DUR.)/ TERs.(DUR.) csI within 12" of notches. Do not notch in overhang or 1-4 -65 1.60)/ 209 1.25 0.08 heel panel. 1-5 -1467 1.zs / 0.42 1-5 -1278 1.253/ 18 1.60) 0.14 -- -- - N2-6 -10 1.60)/ 1f 84(1.25) 0.64 -246 1.25)/ S7 1.60 0.03 - - - 1 2 3 1T I T 3X8 1 0.25 3X8 1.5X3 Li Li B2 1- -B SHIP 5X3 3X8 1.5X3 6-0-0 1.5X3 5X6 6-0-0 4 5 6 TYPICAL PLATE: 2X4 OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/3/201 268 - Homewood Truss **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! **IMPORTANT** Cust: David Trombley DIR: DriveJ4-0770317_L00007_100001 (CA) FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ^ Trusses reQuire extreme care in fabricating, handing, shipping, installing and bracing. Reler to and lollow the latest ed6on of BCS, (Building Component WO: Drive -M-07703171-000 Salety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. unless Dsgn r : MTS #LC = 73 Wi/PLY • 49 v V ny notetl otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed SCSI B3, 87 810, Apply to face truss TC Live 20.00 psf Li veDu r L=1.25 P=1. 2 5 /I rrrlll lt�� r� �7III�� //1 I I I I U I� 11�\ 11 I for permanent lateral restraint of webs shall have bracing per sections or as applicable. dates each of end position as shown above end on the Joint Details report unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 L// -LII I' IIP � � Il�r - - - opine .e clivi an of.11W Building Componenm Group Inc.. shall not be responsible for any deviation from thi-s.drawing, any failure to Dourl me truss in. -- - TC' Dead "-' ` '-�14-.00 psf- Rep' Mbr -Bnd / Comp / Tens, AN ITW COMPANY .. .. ..I conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of busses. ... A seal an this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility --3:--,a, -, .BC-. Li ve-_ . _ a 0_.,00_psf, -. _ .,..� .... 1. 00 / ,1..,0.0 /-1...00-- 1..00_7810 2820 N. Great SWPxwy. Grand Pralde, TX 75050 " solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - BC Dead 12.00 psf O. C. Spaci ng 2- 0 0. -.. Designer per ANSI/TPI f Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 - -- For_more informationsee this jjob'sgeneral notes page and these web sites: _ ALPINE: www .al tw.cam• TPI: www.mi torn WTCA' wvw.sbdndustm ora; ICC: www.iccsafa ora Bldg Code:. CBC -2016 . _ 9 DEFL RATIO: L /240 TC:.:L/24 Job Name: Trombley Residence Truss ID: SPI Qty: 50 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 5953.50 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance = 20.0% connection to the vertical webs in the 2 1- 8-10 595 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerP value of the trusses on each side or other adequate MAX DEFLECTION (span) : L/999 MEM 4 Kcr (creep factor) - 3.00 - lesser of the truss chord lumber value or support. Use 10d common toe -nails at 2" o.c. by .1-2 (LIVE) LC L- CC=. 0.00" CL= 0.00" Refer to 3oint QC Detail Sheets for - Cq factors Rotational Tolerances. -• 625 for all bearings. NOTEa4AXIMIMUM TRUSS SPACING IS 12.0 " O.C. or hardware others -UPLIFT REACTION(S) .0.00_ Joint Loriations . 0- 0- o and Drainage shall be provided to avoid'ponding. "'' - - :.. IRC/IBC truss plate -values -are based on by Support 1 -570 lb _ Support 2 lb - 1 _3 0- o- o 2 1-10- 6 4 1-10- 6 PLATING BASED ON GREEN LUMBER VALUES. - End designed for loads testingg and approval as required IBC 1703 and AN, /TPI and are reported in ESR -1118. E. -570 HORIZONTAL REACTIONS CRITICAL MEMBER FORCES: TC COMP. (DUR. / TENS.C(WR.) CSI verticals are axial only, y, unless noted Otherwise. + + + + + + + + + + + + + + + + + + + + + - support -1 372 lb• 1-2 -373 C1.6o�/ 373(1.60) 0.12 Not designed for attic storage unless - Designed for 400 Plf drag load applied support 2 372 lb DEFL RATIO: L/240 -TC: L/24 noted Otherwise. horizontally in either direction to the top BC COMP. (DUR.)/ TENS.(WR.) CSI chord panel oints, with dead + 0 % live 3-4 / 0.01 loads using oad duration - 1.60. WB COMP.C(DUR.)/ TEN9.(o11 C51 Continuous bearing horizontal reaction = 1-3'- -191(1.60)/ "jCl.sD� o.1B - - -- - 400 Plf Max: Connection by others. 1-4 -947 C(1.60))/ 947(1.60) 0.30 2-4 -B 0.90 / 0.00 '-' + + + + + + + + + + + + + + + + + + + + + + 1 -4 1 2 1-10-6 13 4' OVER CONTINUOUS SUPPORT Shear Panel System: All Panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Cirded places and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 41-1/2(117 268 - Homewood Truss s *"WARNING/"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombley (C4) "*IMPORTANT`* DIR: Drive .M 0770317_L00007_100001 ^ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. require a,,,am, care in fabrica0ng, handling, shipping, imtaging and bracing. Refer to and follow the latest edtion of BCSI (Building Component W0: Drive -M7703171 -000W Safety Information, by TPI and TCA) for safety practices prior to performing these functions. Installers shag provide temporarybracing per BCSI. UNess Dsgn r : MTS #LC = 6 WT/PLY: 14 v VTrusses far noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown BCSI B3, B7 870, face TC Live 0.00 psf Li r L=1.25 P=1.2 it rt �� r� rt r� � I%\ Illllr��—' /`fid for permanent lateral above and n webs shall have bracing finless n per sections or as applicable. Apply plates to each of truss and position as shown above and on Na Joint Details relmn, unless noted otherwise. TC $nGW(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.1S 5 11 f1L J ILII \Vvl Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this_drawing, any failure to build the truss in - - TC- Dead 8.40 psf Rep Mb r Bnd / Comp / Tens - AN 17W COMPANY ... conformance with ANSVTPI 1, or for handing, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing,. indicates acceptance of professional engineering responsibility ____ -. _ �_. , _ BC_ LT -d - 4 -.807 psf 0. C. SJP4 ng --1---0- CF Designer per ANSYTPI 1 Sec.2 - - - ' TRUSPLUS 6.0 VER: T6.5.21 For more information sea this joD's general notes page and Nese weD sites: ALPINE: www.eldneivcom:7Pl:www.minsterdVJTCAw,WAtMustrvMZICC: wvnv.ieesafe.ora Bldg Code: CBC -2016 DEFL RATIO: L/240 -TC: L/24 Job Name: Trombley Residence Truss ID: SP1A Qty: 2 BRG X -LDC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 Endverticals are laterally supported by 1 0- 1-12 602 3.50 1.50 BC 2x4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs in the 2 -1- 7- 2 602 3.50" 1.50" WEB 2x4 DFL STANDARD - Bearings designed for an FcPerp value of the trusses on each side or other adequate MAX DEFLECTION (span) L/999 MEM. 1-2 (LIVE) LC 4 - Kcr (creepp factor) - 3.00 Refer Sheets for - -_, 'lesser of the truss chord lumber value or 625 for all bearings. -' _:'_^-_ support. Use 10d common toe -nails at 2" o.c- _ or hardware.byy_others._ _ L= 0.00" CC- 0.00" CL= 0.00" - _ to Joint.QC.Detail Cq factors Rotational Tolerances. - - _ NOTE:MAXIMIMUM TRUSS SPACINC_IS 12-.0 " �- UPLIFT REACTION($) - �= Joint Locations ®_-"Drainage and . "shall be pprovided-to avoid ponding _ - -D.0 IRC/IBC truss plate values are based on' . -.. _ by 1703-- -Support 1 --579 lb - lb 1 _0- 0- 0 3 0- 0- o 2. 1- a -1a a 1- a-14- PLATING BASED -ON -GREEN LUMBER -VALUES. designed::for loads.-�.--� -testing and approval as -required -IBC -• ANSI/"TPIand are in ESR -Support=-2 - -579 NORIZOMTAL_REACTION(S2_ CRITICAL MEMBER FORCES: TC COMP TIS TFlIS. (OUR.> CSI End verticals are axial Only, - _, - Y. Unless notedotherwise. - and reported -1136. _ _ _ + + + + + +-+ + +.+ + + + + + + + + ++ + + .. - .. .sU �.. support 1 347 Ib 1-2 -368(1.60)/ 346 (1.6o> 0.11 Not designed for attic storage unless Designed for 400 Plf drag load applied - support 2 -347 lb Bldg Code: CBC -2016 noted Otherwise. horizontally in either direction. to the top ALPINE: www.eluneilw.com:TPI: vnwv.minslora; V✓TCA: wvw.ebeintlestrv.ora:ICC: www.icceafe.ore BC COMP.(OUR J/ TENS. (DUR.) CSI DEFL /240 chord panel points, with dead + 0 % live 3-4 / 0.01 loads using load duration - 1.60.•- v8 CO/1P.<<<(DUR.)/ TENs.((DUR.>) CSI - - - Continuous bearing horizontal reaction - 1-3 -S98(1.60)/ So 1.60) 0.19 - - •- - 400 Plf-Max.--Connection by others:••. - 1 -4 -913i(1.60)/ 913((1.60) 0.29 - •` + + + + + + + + + + + + + + + + + + + + +.+_ .,. -'•"• .- "'- - 2-4 -7 0.90)/ 0.00 1 2 1-8-14 r3 4 n OVER CONTINUOUS SUPPORT Shear PanelSystem: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. Aft connector plates are ALPINE Wave 20 ga., unless preceded by •H• for High Strength 20 ge.,'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 41112017 268 - Homewood TruSs "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: David Trombley (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veM_0770317_L00007_100001 ^ require extreme care in 1,1 icaling, handing, shipping, installing and bracing. Refer to and follow the latest eddon of BCSI (Building Component W0: Drive-M-0770317_LOOD Safety Information, by TPI and VJTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per BCSI. Unless Dsgn r : MTS #LC = 6 WT/PLY: 13 v VTrusses gw noted otherwise, top chord shall have property attached structural sheathing and bottom chord shad have a properly attached rigid ceiling. Locations shown TC Live 0.00 psf Li veDu r L=1.25 P=1.2 5 I permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. B7 or B10, as applicable. Appy plates to each face o1 truss and position as shown above and on Ne Joint Details repos unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1. 15 /,�� U - V� Alpne,adrvisionoflTWBuildingComponents,Group) c., soonnp,Ire[eapon.ibleforanyaewiadonrromtnis.d.aweng,a�yiagumtobuild the truss in _ - .•.� �. .+e .s.. - - ._.. TC Dead, -X8-.40 psf - Rep-Mbr Bnd-•/ Comp / Tens AN /1W COMPANY conformance with ANSVTPI 1, or fon handing. shipping installation.8, bracing of trusses. _ - A seat on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility . _ - _BC Li v_e _ 0_.00_psf _ __ 1 _15 /-1.10 2e2o N. G.eat SW Pkwy. Grand Prairie, Tx 76oao ' ' solelyfor the'design'shown. The sbitabilW and use of t¢is drawing for any structure rs the responsibility of the Building BC`' Dead ` 4:80 - psf . O. C . Spaei ng 1- 0- 0 - Designer per ANSYTPI t Seat '- - - - -- - - -- - - TRUSPLUS 6.0 VER' T6.5:21 For more information see this job's general notes page and these web site.: Bldg Code: CBC -2016 RATIO' L TC: L/24 0. ' ALPINE: www.eluneilw.com:TPI: vnwv.minslora; V✓TCA: wvw.ebeintlestrv.ora:ICC: www.icceafe.ore 9 DEFL /240 Job Name: Trombley Residence Truss ID: SP2 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 1692 3.50" 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs in the 2 1- 8-10 1692 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the trusses on each side or other adequate MAX DEFLECTION (s an) : MEM 1-2 4 Kcr (creep factor) - 3.00 - lesser of the truss chord lumber value or - for bear-in support. Use 10d common toe -nails at 3" o.c. hardware by L/999 (LIVE) LC _ ......Refer L. -0.01" CC= 0.00" CL- -0.01" to Joint QC Detail Sheets for factors Rotational .62S all gs. - NOTE:MAXIMIMUM TRU55-SPACING IS 12.0 O.C. or others- -- - UPLIFT REACTIONS) • _ .r_ Joint Locations =;—Drainage _ Cq -and -Tolerances.. --- shall be,provided to avoid ponding. - IRC/IBC truss plate values are based on _ Support 1- -1667 lb - 1 0- 0- 0 3 0- o- o z 1-10- 6 4 1-10- 6 .PLATING BASED ON GREEN LUMBER VALUES: - - _ - testing and approval as required by IBC 1703 - -are -- Support 2' -1667 lb- - - - HORIZONTAL REACTIONS) _ - CRITICAL MEMBER FORCES: TC CDMP. DUR.)/ TENS,CCWR.) CSI End verticals are designed for axial loads, 'Ont - --- " ' y,- unless noted otherwise. and AN I/TPI and reported in ESR -1118. - - + + + + + + + + +-+'+ + + + + + + + + + + + - su ppo rt 1 " 372 1b: 1-2 -373 (l.so)/ 317 1. o.0 Not designed for attic storage unless Designed for 400 Plf drag load applied - - support 2 -372 lb DEEL RATIO: L/240 TC: L/24 noted Otherwise. horizontally in either direction to the top BC COMP. (DUR.) / TENS.(OUR.) CSI chord panel points, with dead + 0 % live 3-4 / 0.01 loads using load duration - 1.60. - - - WB COMP.0(00R.)/ TENS.(DUR.) CSI Continuous bearing horizontal reaction = - 1-3 -1687(1.60)/ 1671€1.6o; 0.33 400 Plf Max.- Connectiowity others. - 1-4 -1837 C(1.60))/ 1837(1.60) 0.58 2-4 -8 0.90)/ 0.00 - + + + + + + + + + + + + + + + + + + + + + + 3-10-0 1 2 1-10-6 3 4~ OVER CONTINUOUS SUPPORT Shear Panel System: -All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift by shown, or to adjacent panels for the same PLF magnitude as the drag load stated. All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail RepoA. Circled plates and false trate plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombley (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_M_0770317_L00007_J00001 ^ Trusses require extrema care in fabricating, handling, shipping, iretlling and bracing. Refer to and follow me 111111 odilon or BCS, (Building Component W0: Drive -M -0770317-L000 Safety Information, by TPI and WTCAI for snfery practioco prior N performing these functions, Installers shag provide temporary bracing per BCSI. Unless Dsgn r: MTS #LC = 6 WT/PLY: 26 v ny noted otheNAse, top chord shall have property attached structural sheathing and bottom chord shall have a property attached tigid calling. Locations shown race TC Live 0.00 psf Li r L=1.2 5 P=1.25 O (] lUj�\vII ALPINE n webs anon nava report installed per otherissections 89, 67 or e1d, as applicable. Apply plates to sato of truss and for permanent lateral above posiUcn as shown ebweend on the Joint Details report, unless noted omarwise. and TC SnOW(Pf) 0,00 psf owDu SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Component Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in - - ` - TC Dead 8.40 psf Rep Mb r Bnd / Comp / Tens AN 17W,COMPANY - _ conformance with ANSIrrPI 1, or for handling, shipping, installation 8 bracing of busses: _.A-seal.on.this drawing.or.cover page listing this. drawing, Indicates acceptance of professional engineering. responsibility. ... _ - BG Live -.0.00-psf - __ 1.15 /.1.10 / 1.10 - 2820 N. Graaf SWPkwy. Grand Prairie, TX ?5060 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - BC Dead 4.80 psf 0. C. Spaci ng 1- 0- 0 DeslgnerperANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more informatics see this job's general notes page and mese web sites: - ACC: Bldg Code: CBC -2016 DEEL RATIO: L/240 TC: L/24 <_ , ALPINE:I�melgae�cgm:TPewvmr.m;nsLara_ rtcA,—ticindusmr.ar Job Name: Trombley Residence Truss ID: SP3 Qty: 13 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 2640 3.50" 1.50" BC 2 x 4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs in the 2 1- 8-10 2640 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the trusses on each side or other adequate 3" MAX DEFLECTION (span) L/999 MEM 1-2 (LIVE) LC 4 Kcr (creep factor) 3.00 - Refer Detail Sheets for lesser of the truss chord lumber value or - '625 for all bearings. - support. Use 10d common toe -nails at o.c. or hardware -by others- L- -0.02" CC- 0.00" CL- -0.02" to Ioint QC - Cq factors Rotational Tolerances. �- -- NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 ". O.C. - UPLIFT REACTIONS) m= )oini Locations ® and Drainage shall be provided to avoid ponding. _ - IRC/IBC truss plate values are based on - Support 1 _-2615 lb - - - 1 0- o- o a 1-10- 6 z loo- 6 3 0- 1-12 PLATING BASED ON GREEN LUMBER VALUES. - - testing and approval as required by IBC 1703 _ - AN in ESR - Suppport 2 -2615 lb - HORIZONTALREACTIONCS)-- 3 0- o- 0 6 1- 8-10 CRITICAL MEMBER FORCES: End verticals are designed for axial loads' only, - - y, unless noted Otherwise. and I/TPI and are reported -1118: + + + + + ++ + + + + + + i + + + + + + + + 5u - pport 1 379 lb rc COMP.((OUR.)/ TENS.<(DUR. CSI Not designed for attic storage unless Designed for •400 Plf drag load applied support 2 -379 1b 1-2 -367(1.60)/ 367 1.60 0.11 noted otherwise. - horizontally in either direction to the -top chord panel points, with dead + 0 % live BC CDMP.(OUR.)/ TENS.(DUR.) CST 3-4 / 0.01 loads using load duration - 1.60. - - - Continuous bearing horizontal reaction - WB COMP. CUR.)/ TENS. OUR.) tai '_. 400 P1f Max. Connection by others.. 1-3. -26361.60)/ 26261.60) 0.90 2-4 -1301 1.60)/ 1285 1.60) 0.47 +++++ +++ +++++++++ +++++ •- - - 1-6 -1487 1.60)/ 1487 1.60) 0.47 S-6 -143 1.60)/ 743 1.60) 0.24 4-3 -1333 1.60)/ 1333 1.60) 0.49 - 1 2 4X6 1.5X3 3X6X 5-10-05-10-0 360 1-1U-6 - 3 4 OVER CONTINUOUS SUPPORT Shear Panel SIstefr: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear -panels shall -be restrained against overturning by connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. AB connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S- for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""`WARNING!*"` READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: David Trombley (U) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri Ve_M_0770317_L00007_100001 Trusses 1e4uim extrema care in 111411119, handling• shipping, imaging and bracing. Refer to and follow the latest edition of SCSI (Building Component WO: Drive -M -0770317-L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bating per BCSI. Unless Dsgn r : MTS #LC = 6 WT/PLY: 40 v V ]y noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown BCSI 870, lace TC Live 0.00 psf Li r L=1. 2 S P=1. 2 S rr r�� r� r1 r� for permanent lateral restaint n webs shag have bracing finless n par sections B3. 87 or as applicable. APPN plates a each of truss and position as shown abweand on the.loint Oetaits repos, unless noted otherwise. TC SISOW (Pf),y 0.00 psf owDu $nOWDur L=1.15 P=1. 15 IILII`,�IILI1�]I ��llll�~� a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this droving, any failure to build the truss In. e - TC Dead 8.40 psf Rep Mbr Bnd / Comp / Tens lTW COMPANY - _ conformance with ANSVTPI 1, or lot handling, shipping. Installation 8 bracing of trusses. "A seal on this drawing or cover -page llsting.thlsdrawing,. Indicates acceptance of professional engineering responsibility .-:-:-... BC..Live.-�0...00..psf.-.__ " -1..15 / 1:10 /.1.10... 2520 N. Great SW Pkwy. Grand Prefrio, TX 75060 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 4.80 psf 0. C. 5pac1 ng 1- 0- 0 Designer per ANSI/TPI f Seat - - - '-- TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web alas: .' . ALPINE t TPi:www.ainstom WrCA:awvwabeindustrv.oro ICC: - -- t_ == = -= ,Bldg_Code: _-CBC_2016- _= :DEFL -RATIO:. L/240 TC: -L/24 Job Name: Trombley Residence BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD 1 0- 1-12 2675 3.50" 1.50" BC 2x4 DFL STANDARD 2 1- 7- 2 2675 3.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION (s an) : Kcr (creep factor) - 3.00 L/999 MEM. 1-2 (LIVE) LC _4 ' Refer to Joint QC Detail Sheets for L= -0.02' CC= 0.00" CL= -0.02_" - Cq factors and -Rotational Tolerances. ®n Ioint-Locations . _ - • Drainage shall .be provided to avoid ponding 1 .o- o- 0 4 1- B-14 - PLATING BASED ON GREEN LUMBER VALUES. - z 1- B-14 5 0- 7-12 End verticals are designed for axial loads 3 0- 0-. 0 6 1- 7- 2 - CRITICAL MEMBER FORCES: Only,— unlessnoted otherwise. TC COMP.(OUR.)/ TENS.(DUR.) CSI Not designed for attic storage unless 1-2 -342(1.60)/ 342(1.60) 0.11 .noted otherwise. BC ODMP.(OUR.)/ TENS.(DUR.) CSI 3-4 / 0.01 I COMP. DUR.)/ TENS.11:66001 OUR.) CSI ' 1-3 -2670(1.60))/ 26561.60)) 0.92 .48 1-6 -1474((1.60))% 14741.60) 0.47 4-S -1531(1.60)% 1531 0.49 Truss ID: SP3A Qty: 2 Designed per ANSI/TPI 1-2014 End verticals are laterally supported by FabricationTolerance - 20.0% connection to the vertical webs 1n the Bearings designed for an FcPerP value of the trusses on each side or other adequate - lesser of the truss chord lumber value or ' 625 for bearings. - support. Use 10d common toe -nails at 3" o.c. hardware by others -• all -- NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. •- - or --- ..• .•- UPLIFT REACTION(S) : IRC/IBC truss plate: values are based -on _.. __ Support. 1 -2651 lb _... ,... ' testing and approval as required by IBC 1703 - -- -" ANSI/TPI and are reported in ESR -1118.-. -- Support 2 -265116and HORIZONTAL-REACTION(S) -- - " +++c+.+-++++'++++++.+++++ .� a "- support 1 354116 - - -' Designed for 400 P1f drag load applied _ ... support 2 -354 lb - - horizontally in either direction to the top - chord panel points, with dead + , 0"% live loads using load duration - 1.60. Continuous bearing horizontal reaction = 400 Plf Max. Connection by others. - 1 2 4X6 1.5X3 4X8 6X6 5-10-0 5-10-0 3 6 1-8^14 3 4 OVER CONTINUOUS SUPPORT All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Sirength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled places and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING! (cy) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f VTrussae require ertreme cera in fabricating, handling. shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, oy TPI and WTCA) tot safety practices prior to performing these functions. Instoners shall provide temporary bracing per SCSI. UNess 1v rated otherwise, top chord shall have properly attached structural sheathing and bonom chord shall have a property attached rigid ceiling. Locations shown rt �� r� rt r� for permanent lateral above and n webs Shan have bracing finless n per thew sections B3,87 or 810, as applicable. Apply plates to each face of truss and ` ��J IIL��J posibon as shown above and on the Joint Details report unless noted oNerwisa. Alpine,'d division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss 6 _ _ AN ITW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing o1 trusses. ,--. A seat on this drawing or cover page listing this drawing, Indicates acceptance of professional englneeryng resporislbllity =- =.•: 2620 N. Great SWPkwy. Grand Pralde, TX 75050 ti solety,for the desigmshown. The suitability and use of this drewing for any structure Is the responsibility of the Building - - . Designerper ANSUTPI 1 Sec.2 - - • - - - - TRUSPLUS 6.0 VER, -T6. . S.21For more information see this job's general notes page and these web sites: ALPINE: www.aloineitw.com; TPI: www.toinstoro' WTCA: www.abcindusm.ora' ICC: Shear Panel System: All: panels -shall .be - attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, 0r to adjacent panels for the same PLF magnitude as the drag load stated. 4/3/2017 Cust: David Trombley DIR: Drive-M-0770317_LD0007_300001 W0: DriveJ4--0770317_L000 Dsgnr: MTS #LC = 6 WT/PLY: ? TC Live 0.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 8.40 psf Rep Mbr Brill / Comp / Tens _-BC..L.i.ve"-__—.O..00_psf� --1:15-./-1.10_./_1.10 -BC Dead .- -4980 psf"- OiC:Spacing'"- 1=-0= 0' B1dg:Code:- CBC -2016 . DEFL RATIO:"L/240 TC L/2 1 2 6X6 1.5X3 - 3X10 g 8 0 616 -0 5X6 6X6 1-10-6 3 4 OVER CONTINUOUS SUPPORT Job'Name: Trombley Residence Truss ID: SP4 Qty: 15 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by "*WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1 0- 1-12 3904 3.50 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs in the Trusses require extreme care in fabricating, handling, shipping, imtalbng and bracing. Refer to and follow the latest edition of SCSI (Building Component 2 1- 8-10 3904 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the trusses on each side or other adequate •• noted otherwise, top chard ehall have properly attached otructural sheathing and WRum chord shall have a property attached dgid ceiling. Locations shown MAX DEFLECTION (span) 2x4 DFL #1 & Btr. 3-1 lesser of the truss chord lumber value or - for bearings. - support. Use lOd common toe -nails at 3" o.c. - hardware by - - L/999MEM 1-2 (LIVE) LC 4 L= CC- 0.00' CL= -0.03" Kcr (creep factor) = 3.00- NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " 0.C. 62S all - -- Refer to Joint QC Detail Sheets for or UPLIFT REACTIONS) others -- - - - r0.03" - .. - .. _ IRC/IBC truss plate values are based on, ._ Cq-factors. and Rotational Tolerances. �� Support. 1., -3879 ab =)oint.Locations 1 0- o- o no 1-10_6 2,110-6. i o- 1-12 - - testing and approval as required by IBC 1703 - -• Drainage shall be Provided to avoid ponding: � PLATING BASED ON GREEN LUMBER VALUES. - - Support HORIZONTAL -2- -3879 lb --• - - REACTIONS) -- -- --• - „_,. 3 0- o- 0 6 CES 6-10 CRITICAL MEMBER FORCES: and ANSI/TPI and are reported in ESR -1118 + + + + + + + + + + + + + + + + + + + + + + -- - - End verticals are designed for axial loads ` '" -support 1 380 lb 2820 N. Great SW Pkwy. Grand P.11fe, TX 76050 Tc COMP. ouR.)/ TEMs.(DU60) Designed for 400 Plf drag load applied -- only, unless noted otherwise. support -` 2 -379 lb _ --- TRUSPLUS 6.0 VER, T6.5.21 1-2 -368(1.60)/ 368(1.60) O.11 .11 hon zontally in either direction to thetop Not designed for attic storage unless ALPINE: y3LL8ldLSIIY.Gfyg lNnei� .comcom: TPI: WTCA:7.sbdndtiry aro: ICC: vmw.ieesafa.ora - BC CDMP,(DUR.)/ TENS.(DUR.) CSI chord panel points, with dead + 0 % live loads using load duration - 1.60. - noted otherwise. - . • - 3-4' / 0.01 Continuous bearing horizontal reaction - ' we `carp. 1%R. TENS. OUR.) CS1 400 Plf Max. Connection by others. - --•- - - -- . - - - - 1-3. -39001.60)/ 38841.60) 0.43 2-4 -1922(((1.60)/ 1906(((1.60) 0.70 + ++ +++++++ ++++++++ ++++ .. 1-6 -2049(1.60)/ 2049(1.60) 0.66 - .3-6 -744 1.60)/ 744 1.60) 0.24 4-3 -2119 1.60)/ 2118 1.60)) 0.68 - - •- - 1 2 6X6 1.5X3 - 3X10 g 8 0 616 -0 5X6 6X6 1-10-6 3 4 OVER CONTINUOUS SUPPORT Shear Panel System: All Panels shall•be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplior to reaction shownoto adjacent panels for the same PLF ma,gnitude as the drag .load stated: 4/3/2017 Cust: David Trombley DIR: DriveYL0770317_L00007_100001 WO: DriveJL0770317_L000 Dsgnr: MTS #LC - 6 WT/PLY: 55 TC Live 0.00 psf LiveDur L=1.25 P=1.25 TC 5now(Pf) 0.00 psf. SnowDUr L=1.15 P=1.15 TC Dead 8:40 psf Rep Mbr Bnd / Comp / Tens BC Live /-1.10-- -- BC'Dead - - 4:80'psf O: C: Spacing 1_ 0=.0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "*WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (G41 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, imtalbng and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and VvTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chard ehall have properly attached otructural sheathing and WRum chord shall have a property attached dgid ceiling. Locations shown for permanent lateral restraint of waits have bracing installed per BCSI sections 83, B7 or B70, as applicable. Apply plates to each lace of truss and- II on as shntl on Ne Jointint Details report unless entad otherwise. paslU....... IIL)l�' IlLllr�\\Vvl Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in - ' - - AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 6 bracing of busses. •.- ...-. _ ' ' A seal on this drawing or cover page listing this drawing; indicates acceptance of professional engineering responsibility - }' 2820 N. Great SW Pkwy. Grand P.11fe, TX 76050 ' solely for the design shown. The sultability, and use of this drawing for any structureIs the responsibility of the Building - ' - Designer per ANSYTPI i Seat - - "'•-• - TRUSPLUS 6.0 VER, T6.5.21 For more Information see this job's general notes page and these vveb sites: - -- ALPINE: y3LL8ldLSIIY.Gfyg lNnei� .comcom: TPI: WTCA:7.sbdndtiry aro: ICC: vmw.ieesafa.ora Shear Panel System: All Panels shall•be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplior to reaction shownoto adjacent panels for the same PLF ma,gnitude as the drag .load stated: 4/3/2017 Cust: David Trombley DIR: DriveYL0770317_L00007_100001 WO: DriveJL0770317_L000 Dsgnr: MTS #LC - 6 WT/PLY: 55 TC Live 0.00 psf LiveDur L=1.25 P=1.25 TC 5now(Pf) 0.00 psf. SnowDUr L=1.15 P=1.15 TC Dead 8:40 psf Rep Mbr Bnd / Comp / Tens BC Live /-1.10-- -- BC'Dead - - 4:80'psf O: C: Spacing 1_ 0=.0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: Trombley Residence BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD 1 0- 1-12 3956 3.50" 1.50" BC 2x4 DFL STANDARD 2 1- 7- 2 3956 3.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION (span) : 2x4 DFL #1 & Btr. 3-1 L/999MEM- 1-2 (LIVE) LC 4 Kcr (c�eeP- fa tor)" 3,00- - - L- -0.03" CC- 0.00' CL- -0.03" NOTE:MAXIMIMUM-TRUSS SPACING. IS. 12.0._..0 C.- —r= loins Locations o - IRC/IBC truss plate values are. based on - - 1 0- o- 0 4 1- B-14 testingg and approval as required -by IBC 1703 2 1- a-14 s o- 1-12 and ANSI/TPI and are reported_in ESR -1118 3 0- 0- 0 6 1- 7- 2 + ++++ +++ + + +++-+-+ +++ ++'++ CRITICAL MEMBER FORCES: ' TC COMP.(DUR.)/ TENS.(DUR.) CSI Designed for 400 Plf drag load applied 1-2 -342(1.60)/ 342(1.60) 0.11 horizontally in either direction to the top Bc COMP.(DUR.)/ TENs.(DUR.) CSI chord panel Points, with dead + 0 % live 3-4 / 0.01 loads using load duration - 1.60. Continuous bearing horizontal reaction = MB. COnP. ouR.)/ TENS.11.60) lg%. CSI - 400 Plf Max. Connection by others. '1-3 -3952 1.60)/ 39381.60) 0.44 + + + + + + + + + + + + + + + + + + + + + + - 2-4 -1942 1.60)/ 19271.60) 0.72 1-6 -2051 1.60)/ 20511.60) 0.65 ^ 5-6 -694 1.60)/ 6941.60) 0.22 - 4-5 -2132 1.60)/ 2132 0.68 - x Truss ID: SP4A 1 Qty: 1 Designed per AN5I/TPI 1-2014 End verticals are laterally supported by Fabrication Tolerance - 20.0% connection to the vertical webs in the Bearings designed for an FcPerp value of the trusses on each side or other adequate "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! lesser of the truss chord lumber value or •- support. Use 10d common toe -nails at 3" o.c. -• 625 fog all -bearings: = - - - 'or hardware by others Y Refer -to 3oint QC Detail Sheets for-- -- �. UPLIFT REACTION(5) • , Cq factors and -Rotational-Tolerances. _ , ..Support 1 ,-3933 -lb Drainagge shall be provided to -avoid ponding -- - - Support 2 - -3933 lb -- - 7 Y SateN lntormatian, b/ TPI aM V✓TCA) ror safety p'mclbces prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless PLATING BASED ON GREEN -LUMBER -VALUES. " - HORIZONTAL REACTION(51b: - - - - - - - End verticals"are designed for axial loads -. - - -.support 1 355 11b - - - only, unless noted otherwise:- - - - - - support 2 - --355 lb --� - --- - _ Not designed for attic storage unless ' .00 TC Snow(Pf) 0.00 psf - therwise. noted otherwise.- _ • 1 2 1.5X3 6X6 3X10 8-4 -0 8 -0 6X 5X6 6X6 1-8-14 3 4 f - Shear Panel S stem: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, 0r to adjacent panels for the same PLF magnitude -as the drag load -stated. OVER CONTINUOUS SUPPORT AU connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga-, "S' for Super Detail Report. frame �}�/� Ar`� Strength 18 ga. Plates are to be positioned per Joint Circled plates and false plates 43,20 1 / 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap WH structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombl ey (G4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veM0770317_L00007_]00001 Truasea require extreme care in fabricating, hanAin...."ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component WO : Dri veS+L0770317_L000 Y SateN lntormatian, b/ TPI aM V✓TCA) ror safety p'mclbces prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : MTS #LC = 6 4!T/PLY: 54 - rr noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 0 psf Li veDu r L=1.2 5 P=1.2 5 _ i7 rt �� r� r1 /`�/LJI IILII,� I�h�\`\JIJII for permanent lateral restraint o1 webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. A DDN plates to each lace a1 truce end _ position as shown above and on the Joint Details report, unless noted otherwise. � .00 TC Snow(Pf) 0.00 psf - SnowDur L=1.15 P=1.15 _ • _ l - - Alpine, admsion o1 ITW Building Lompdnents: Group Inc., eha0 not be respddsida for any deviation Irom Nis'drewAng:ady letlur m,bu IdNe tiucs in ---- -- --TC Dead-8.40-psf Rep Mbr Brill / Comp /-Tens - ,,,_ t.. ... _ AN lTW COMPANY cunformancewithANSlfrPlt,or lot handling,shipping,installation &btcmgol trusses. - _ _. si _ - - A seal on this drawing or cover page listing this drewlrig,-Jndleetes acceptance of professional engineering responsibility BC Llwe= � -. -x-0:00 �paf • - ...-.•-��-•w1-.15 /-1.10- /=1.30 - �-^--�--�--�� 2920 N.Groat SW Pkwy. Grand P.1d., TX 76060 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building 4 `: -. - ? BC; Dead' ` •t' 4. 80 psf ' O.C.-Spacing"' 1=:O- 0 - ` Desfgnerper ANSUTPI 1 Sec.2 - "-^-rte---• =� 1.Bldg_Codi:_.C6C-2O16- TRU$PLU$ 6.0 VERT6.$.Z-1 ' For more Information see this job's generalnews pageendtheaewelisites =� 'TC: .: - - -ALPINE: .TPI wwwrhscbro %ArrCAwwwabdndus",cra ICC www. csdredra = = - _ _ DEFL-RATIO: L/240 L/240 Job Name: Trombley Residence BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD 1 0- 1-12 2324 3.50" 1.50" BC 2x4 DFL STANDARD 2 1- 8-10 2324 3.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION (span) : Kcr (creep factor) - 3.00 L/999 MEM -1-2 (LIVE) LC 4 Refer -to loint QC Detail Sheets for L- -0.01' CC- 0.00" CL= -0.01" Cq factors and Rotational Tolerances. a= loin[ Locations . Drainage shall be provided to avoid ponding. 1 0- 0- o. 4 1-10- 6 PLATING BASED ON GREEN LUMBER VALUES. 21-10- 6 o- 1-12 End verticals are designed for axial loads CRITICALO6 MEMBER FORCES: only, only, unless noted otherwise. TC COMP (ffit )/ TFNS.(DUR. CSI Not designed for attic storage unless 1-2 -368(1.60)/ 36 1. 0.11 noted otherwise. BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 / 0.01 WB COI4P. DUR. / TENS.11:60) WR.) CSI 1-3 -2319 1.60 / 23041.60) 0.80 2-4 -1145 1.60 / 11301.60) 0.41 1-6 -1354 1.60 / 13561.60) 0.91 S-6 -74f 1.60 / 745160) 0.24 4-S -1397 1.60 / 1397 0.44 Truss ID: SP5 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625forall-bearings.- - NOTE:MAXIMIMUM TRUSS.SPACING IS 12.0 " O.C. . IRC/IBC trussplatevalues are based on 'testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. + + + + + + + +'+.+ + + + + + + + + + + + + Designed for 400 Plf drag load applied horizontally in either direction to the top chord panel,points, with.dead + ,0 % live ,. loads using load duration a 1.60. - Continuous bearing horizontal reaction = 400 P1fMax. Connection by others. -- 1 2 4X4 1.5X3 3X6 6X 5- -0 5 -0 3 6 1-10-6 3 4 OVER CONTINUOUS SUPPORT Qty: 5 End verticals are laterally supported by connection to the vertical webs in the trusses on each side or other adequate support. Use 10d common toe -nails at 3" o.c. or hardware by others - - UPLIFT REACTIONS) : Support 1 --2299 lb SupppDort 2 -2299 lb MORIZOMAL REACTION(S) support 1 379 lb - support 2 -379 lb Shear Panel System: All panels shall b'e attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super �r Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and False frame plates 4/3/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombl ey (C41 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive -.M 0770317_L00007_100001 ^ reQuira extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Drive -M -0770317-L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per BCSI. Unless Dsgnr : MTS #LC = 6 WT/PLY : 36 v Vbusses noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown Appy face truss TC Live 0.00 psf L1 VODu r L=1.2 5 P=1. 2 5 r� n � lU�\�I I ILL ALM for permanent lateral restraint n webs shag have bracing installed per BCSI sectlons B3. B7 or B10, as applicable. plates to each of and position as ahawn above and an the loin[ Details reppn, unless noted otnenwise. TC SnGW (Pf) 0.00 psf SnawDu r L=1.15 P=1.15 J- Alpine. a division of ITW Building components Group Inc., shag not be responsible for am deviation from this dravAng, any failure to build me truss m - _ TC Dead 8.40 psf Rep Mb r Bnd / Comp / Tens - - AN I71N COMPANY conform,... with ANSIfrPI 1, or for handling, shipping installation 5 bracing at trusses. A sail on this drawing or cover page listing this drawing, Indicates acceptance of prefesslonal engineering responsi6illty- r •---- - .- BC: Li Ve ._.. _._.0:::00.-psf_ ...-. .-: 1.15 / 1-.10 / 1.10 120 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building • - -_ BC Dead - 4.80 psf 0. C .Spacing 1- 0- 0' Designer per ANSI?PI f Seat -z..- TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: TPI wrcA: cc: Bldg Code: CBC -2016.. DEF.L RATIO: -L/240 TC: L/24 Job Name: Trombley Residence Truss ID: SP6 Qty: 17 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 627 3.50" 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs 3n the 2 1- 8-10 627 3.S0" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerg value of the - trusses on each side or other adequate MAX DEFLECTION (s an) : MEM, 1-2 IVE) Kcr (tree factor) - 3.00 - pp - lesser of�the truss chord lumber value or support. Use,10d common toe -nails at .2" o.r. . - - L/999 ( LC 4 L- 0.00" CC- -0.00" CL- 0.00" Refer to•)oint QC Detail Sheets -for - Cq factors and Rotational -Tolerances. - -..-_ ._... 625 for all bearings. .• ._ NOTE:MAXIMIMUM TRUSS SPACING IS.12.0_" -D.C..- or ardware•byy others - --- h UPLIFT REACTIONS)-:- ®_ Joint Locations � Drainage shall -be provided, to -avoid ponding. ,.. _ IRC/IBC truss plate values are based on •.,-. _ Support- 1 7602 lb �-602 1b 1 0--0- o: 3 0- o- 0 - 1-10- 6 4 1-10- 6 PLATING BASED ON GREEN LUMBER. VALUES. End designed --axial loads testingg and approval as -required by IBC 1703- -and ANSI/TPIare reported in ESR -1118. Support -2— - - HORIZONTAL REACTION(S C2 I.RETICAL MEMBER FORCES: TC COMP.<(DUR.) / TENS.<DUR.> CSI verticals are -for y, unless noted otherwise. only, and + +.+.+ + + + +'+ + + + + + + + + + + + + + .. _ - - -- - sU -. support 1 -372 1b• 1-2 -373(1.6.)/ 373(1.60) o.0 Not designed for attic storage unless -- Designed for 400 Plf drag load applied support 2.372 lb 1820 N. -G-1 Sw Pkwy. Grand Prattle, TX 76050 noted otherwise. hon zontally in either direction to the top 0-. C SpdCl ng - i7.' 0--0�. BC CDMP.(DUR.)/ TENS.(DUR.) CSI chord.pane)-Points, with dead'+ 0 % live - 3 0.01 - _ loads using load -duration 1.60.- For reinform-banseethisjob'sgeneralnotespageandthesewebstes: ALPINE:w.re.eluneitweomTPi:gpmd,�p;LgIq;WICA:Spm¢dw,glp;ILC: 11 C!Tll,<<(DUR.)/ TENS.<(DUR.) CSI - Continuous bearing horizontal reaction _ 1-3 -623(1.603/ 6a7(1.603 0.19 400 Plf Max.-Connectiom by -others. - -- - - . - --- — - 1-4 -967((1.60 / 967((1.60 0.31 2-4 -8 0.90)/ 0.00 - •- - +. + + + + + + + + + + + + + + + + + + + + + - 1 2 ono 1-10-6 r3 41 OVER CONTINUOUS SUPPORT Shear Panel. System:. -All panels shall be attached to the shear -wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction'shown, or to adjacent. panels for the.same PLF magnitude as.the drag load stated. All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super - Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombl ey (om) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: D ri ve_J.L0770317_L00007_100001 ^ require enrema care in /abricating, handiing, shipping. installing end bracing. Refer 1c,old follow the latest edition., BCS, (Building Component WD: 6rive-M-0770317_L000 Salsty Information, by TPI and Wns TCA) for safety practices prior to performing these function. Installers shall provide temporary bracing per SCSI. unless Dsgn r : MTS #LC = 6 WT/PLY: 14 v VTrusses >r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed BCSI 87, 87 810, jcwsbf Apply face TC Live 0.00 psf Li VeDu r L=1.25 P=1. 2 5 ^� r� r1 //Il�llllLLLllllrrr===7JJJl IUB\\x\11111 far permanent lateral restraint of webs shall have bracing per sections or as app pates W each of truss and posioan as shown above and on me Joint Details repos, unless noted otherwise. TC Snow(Pf)- 0.00 psf SnowDur L=1.15 P=1.15 C//—L11 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviationfrom this drawing, any failure to build the truss to . - TC Dead 8 40'psf Rep Mbr Bnd /Comp-/ Tens " - - AN 11W COMPANY conA seat n t is di W t, at for covehandling, shipping,glsinstallation his 8 wing of trusses. - � . - � - _ - A see/ on this drawing"or cover page listing this drawing, Indicates acceptance of professional eng/neering:responslbllhy ;: _ - BC Live - O DO'paf _ ,- _--1.15 / 1.10 /-1.10 - - - 1820 N. -G-1 Sw Pkwy. Grand Prattle, TX 76050 �- solely for the design shown. The sultablifty-and use of this drawing for any structure Is the responsibility of the Bu!/ding _ - - BCS Dedd 1 X 4..80 pafx :: 0-. C SpdCl ng - i7.' 0--0�. �� _. Deslgnerper ANSUTPI I Sec.2 _ _ _. TRUSPLUS 6.0 VER T6. 5.21 ' For reinform-banseethisjob'sgeneralnotespageandthesewebstes: ALPINE:w.re.eluneitweomTPi:gpmd,�p;LgIq;WICA:Spm¢dw,glp;ILC: Bldg Code CBC -2016 g DEFL-RATIO: L/240 TC:- L/24 Job Name: Trombley Residence Truss ID: SP7 Qty: 8 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 600 3.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% connection to the vertical webs in the 2 1- 8-10 600 3.50" 1.S0" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the trusses on each side or other adequate MAX DEFLECTION (span) : Kcr (creepp factor) = 3.00 lesser of .the truss Chord lumber value or _ support. Use 10d common toe -nails at 2" o.c. L/999 MEM 1-2 (LIVE) LC 4 Referto ]oint-QC Detail Sheets for 625 for -all -bearings. --- --- - - - or hardware by others L. 0.00" CC= 0.00" CL= 0.00" Cq factors and Rotational Tolerances. NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " - O.C. UPLIFT REACTION(S) ' " e= joint Locations.= Drainage -shall be provided to avoid ponding. IRC/IBC.,truss plate values are based on. - _ - Support 1 -575. 1b 1 0- 0- 0 3 0- /- o 2 1-10- 6 .4 1-10- 6 PLATING BASED ON GREEN LUMBER VALUES. End..verticals designed for loads testinwgrid-approval as required by IBC 1703 .- ._ and are reported in ESR -1118. Support 2 -575 lb_ HORIZONTAL RFACTION(S) ) CRITICAL MEMBER FORCES: - TC CDMP-(DUR.)/ TENS: ((DUR.>) CSI are. axial .only, unless noted otherwise. _ and.ANSI/TPI - +.+ +.+ + + + + + + + + + + + + + + + + + + - - - - support 1 . 372 b - 1-Z -373(1.60)/ 373(1.60) o.04 Not designed for attic storage unless Designed for 400 Plf drag load applied. support 2 372 lb noted otherwise. horizontally in either direction to the top BC [OMP.(DUR.)/ TENS. (DU R.) CSI chord panel points, with dead + 0 % live 3-a / /.0/ loads using -load duration --1.60. _. AR COMP.<(DUR.)/ TEIS6 R.> CI 0110) Continuous bearing horizontal reaction = 1-3 -S96(1.60)/ s,o o.1 - 400 Plf Max. Connection -by others. .._. _ 1-4 -950(1.60)/ 950 1.60) 0.31 2-4 -8(0.90)/ 0.00 ' + + + < + + + + + -+ + + +'+ + + + + + + + + 1 2 1-10-6 r3 4 r OVER CONTINUOUS SUPPORT All connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI CU) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f VTrusses require extrema care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Sataty Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless 1Y noted otherwise, top chord shag have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown it �t�� r� rt ;�P"m' nent wn at restraint nwebs shall have bmdng installed per SCSI sections BJ, 87 or 870, as epplipade. Apply plates to each face of truss end�//�J� IILIL�] I I�t��\\vll II s shown above antl on the Joint Details repos, unless notetl oNarwise. , a division of ITW Building Components Group Inc., shall not be responsible for any deviation from th¢ davang, any failure to build the truss inAN RW COMPANY nce with ANSMi 1,. or for handing, shipping, installation & bracing of trusses. - - - — - • . - y A seal on this drawing or cover page Ifstlng this drawing, Indicates acceptance of professional engineering responsibility. 2820N. Grcaf Sw Pkwy. Grand Pralfie, TY 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responslblllit of the Bullding " Deslgnerper ANSI/TPI f Seat - TRU$PLU$ 6.0 VER' T6.$.2J For mare informa5on aeetNsjob's general notes papa end these web sRw: 'ALPINE: ' TPI: : WTCA: Shear Panel System: All Panels -shall -,be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning by connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. CUSt: David Trombley DIR: Drive—ML0770317_L00007_JO0001 W0: Drive—M-0770317—L000 Dsgnr: MTS #LC = 6 WT/PLY: 14 TC Live 0.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 8.40 psf Rep Mbr-Bnd /-Comp / Tens BC Live 0.00'psf,' : 1:,15 / 1.10 / 1.10,_ BC Dead .r` �4_80hpsf-.O.C.Spacing.__1._.0' Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: -L/241- 1 -10 -6 C: -L 24 - Job Name: Trombley Residence Truss ID: SP8 MY: ' 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 End verticals are laterally supported by 1 0- 1-12 2482 .3.50" 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance - 20.0% connection to the vertical webs 3n the 2 1- 8-10 2482 3.50" 1.50" MAX WEB 2x4 DFL STANDARD Bearingsdesigned for an FcPerc value of the trusses on each side or other adequate DEFLECTION (s an) : L/999 -MEM 1-2 (LIVE) LC .4--.- - Kcr (creep factor) - 3.00 -- -- lesser of the truss chord lumber value or -'-•'- 625 -for --••" - - - support. Use 10d common toe -nails at 3" o.C.."° _ hardware by -• - - --� - - - L- -0.02"-CC=, 0.00" CL -0.02" Refer to Joint QC Detail Sheets -for- Cq factors and Rotational Tolerances. all'Itearin s. - - - NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. ` or others UPLIFT REACTIONS) • - - - --- m= Joint Locations ® _ - ' " Drainage shall be Provided to avoid ponding. - IRC/IBC truss plate values are based on =^--- Support 1 -2457 lb 2- =2457--16 1 0.0- 0 4 1-10- 6 2. 1-10=6 s :0-.1-lz - - PLATING BASED ON GREEN LUMBER VALUES. End for testing and approval as'required -by IBC 1703 �--- -"" andANS I/TPI and are reported in E5R-1118. -• - -Support --- - --- - HORIZONTAL REACTIONS) - - - - 3-.0- 0- 0- r -Y- 8-10 CRITICAL MEMBER FORCES: verticals are -designed axialloads ---only, unless°noted otherwise. Y, - + + + + + + + + + + + + +-+-+ + + + + + + + - support 1 " 379 7b PP ' Tc COMP.(DDR.)/ TENS.CDUR.) CSI Not designed for attic storage unless Designed for 400 Plf drag load applied support 2 -379 lb - 1-2 -367(1.60)/ 367(1.60) 0.11 noted otherwise. horizontally in either direction to the top ' chord panel points, with dead + 0 % live =- - - 3B4 COMP.(DUR.)/ TENS.(DUR.) U1 loads using load duration - 1.60. - - - Continuous bearing horizontal reaction - WB COMP. DUR.)/ TENS.(DUR.) Cs1 COMM11. 400 P1f Max.--Connection-by others. = ' 1-3,- 1.60)/ 2462(1.60) 0.85 2-4 -12231.60)/ 1207 1.60) 0.44 - - � � � + + + + + ++ + + + + + + + + + + + + + + + - '1=6 -14201.60))/ 1420(1.60))) 0.45 0 24 4-S -146660)% 1466(1.60) 0.47 - 1 2 4X6 1.5X3 Shear Panel -System: All- panels -shall, -be• - attached to the.shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against by overturning by connection at each end for the uplift shown, r oto adjacent 3 panels for the same PLF magnitude as the 6X6 drag load stated. $ -0 54-0 - 3 1-10-6 - 3 4 OVER CONTINUOUS SUPPORT All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super -� Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/3/2017 - are positioned as shown above. Shit gable stud plates to avoid overlap with structural plates. 768 - Homewood Truss "`WARNING!""` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: David Trombl ey (c4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive -M 0770317_L00007_300001 Trusses rer♦uas artreme care in fabricating, handlingshipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component WO: Drl V E-ML0770317_L000 Safety Information, by TPI and VJTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : MTS #LC = 6 WT/PLY' 38 noted otherwise, hip chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. locations shown B7 BIO, to face TC Live 0.00 psf Li veDu r L=1. 2 5 P=1. 2 S ��O for permanent lateral restraint of webs shag have bracing installed per SCSI sections B3, or as applicable. Apply plates each of truss and position as shown above and on the Joint Details report unless notedotherwise. TC Snow(.Pf) 0.00 psf SnowDur L=1.15- P=1.15 G-=� - Alpine, a division of ITW Building Components Group Inc., shag dot be responsible for any deviation itom this drawing, any failure to bu Id the truss _ _ - . _ - - _- - TC Dead 8.,46-psf , ` ' Bnd Comp Tens Rep Mb r C e s P _ ANI TW-COMPA_NY..- conformance with ANSlrtPi t, or for handling, shipping, instagation & bracing of trusses. " -- -_ .. -•-A seal on this -drawing orcoverpagelistingahls drawing,4ndicates acceptance olprofessionel englneeAng responalbllity' -»- , -- - -.BC-Live_-. --.0.:00:-psf- - --- •4:15.-/•1-.10 /-1.:10- 282o N. Great SW Pkwy. Grand Praise, TX 75050 solely for the design shown. .The suitability and use o1 this drawing for any structure Is the responsibility of Me Building BCDead 4.80 `psf 0. C. Spaci ng 1- 0- 0 Designerper ANSIITPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21 For more information sea this job's general notes page and these web sites ALPiNE:wKal«n;n eam.Tpc w,amt„n'WTCA.Mr ewndaam.nre•lccwwwieeaara.era Bldg Code: CBC -2016 '- DEFL RATIO: L/240 TC: L/24 T Wall Suite o GrtNHULA Chico, CA 95928 CIVIL CORPORATION 530-966-7469 May 17, 20 .17 -Subject, NSF (2140sq) GAR(589.). Cov'd Area (417) 3345 Hamlin Canyon Ct.,.Paradise, CA B 17-07015, 17.054.1:10,1 TRUSS LETTER To Whom It May Concern, This office has reviewed the following truss calculations for the subject project: HOMEWOOD TRUSS April 4, 2017: By Mr. Bryan Wagner (530) 743-8855 As the engineer of record for this project, I find that these truss calculations are in general conformance with my overall structure:design for this building. Should you have: any questions, please ball me at 530-966-7469. Page 1 of 1 (7 CD 0) CD OL CL 1 0) n O CD L O. CL ni 0 O rn O Job Name: Trombley Residence Truss ID: C01 F Qty: 1 BRG X -LOC REACT SIZE REQ'D Tc aA DPL 1z sc L.a DYL f1 a vtr. vA bndag mrd at rA a'n`dll.tawl ' b P••Per rryaf ® UMM S.Ppert i(id 8r-vW 1 2- 1-12 1412 3.50" 1.50" W Dfl, fL la -a wtir tnmt. P.r attervtir .A b -i s. I -w Ib -8w Ib 2 3- 7- 6 212 3.50" 1.50'• DC SLIDER zaa "L al A atr. ITUCC•..b.t.rt aetall.. s -s ie -w Ib 3 5- 2-12 206 3.50" 1.50" VIN W DPL STANDARD Ln1m�1.4� pv AM147RP7 t-2018 P.Irimtir rdera.n = co.03 - - 4 . 6-10- 2 173 3.50" 1. so" 5 8- 2-12 2567 5.50" 1.50 td DYL a A M. 3-u, 13•u ®, as 214 DPL STANDARD • tnrlvp bipd thr m PCPeeP oIx .f th. y -2lb 6 8- 5- 8 779 3.50" 1.50" itn (oeeP ehet�) 3.00 Hd'erOC,taD°Wl Sbeete for Ira.er .P w° cr..e A'.d Iobv r.lr ar ala f JI be.rlga. 31 Ib -C97 Ib T lea I3 eo8I7a1RAL �3ACTfoafs 7 29- 9- 4 2724 5.50" 2.9D" 4 fkten W D tlm.l T.rer..cea. 11 I` IHC/I%C Anes plate rlw ere b -d m OC 170.1 .RP•,t t -zre7( 3b MAX DEFLECTION (span) far 18 PSP .r-crtetae PCIl. Stu. cueiut W epPr.r.1 m r��.f�ret y W ABSIDI d ... reP.ta. 1. . eorprt 3 •L6w n L/999 MEM 13-14 (LIVE) LC 91 L- -0.22" CC- -0.18" CL. -0.40' ladd f Loot .m-tmearreet 1adag R -h .11 iatat.r twar/.s �.cel�, uo'lac Tadd fbr ma Ib m-cmc,orat rr/ag ni. 6 3080 lb ag Alb MAIC DEFLECTION (Can C) Irb11 IKeri.r r�ertl Mflti blp� still -1* sable IWa Pc -at bme1.H i. IM t. ASC87.18 viad iPintlr . ails ixloW 7n, L/546 MEM 15-16 (LIVE) LC 58 W e. a 11- . AP.w arable. �e.t rebdr/tsv"i�iag. Sn 1 W NBtflFI 1. = -Tre.. Lndm . HK Bud zme L- -0.05" CC- -0.03" CL- -0.08" EX.W DEF CRITERIA:L/120 Hafer t, qpePrLte liRDCc� stavt>:a cable vctait. far i i tit rrg. i g AA;b� = 1' � � TAS rt'vP•rt• 51 g ' •crs.e0 IN, eus vita = 70.00 R IN MEM 7-16; T= 0.00' CRITICAL 1®® seem. the bmdag of thl. Able tram. Het blues fLr tt/e brag. -Ies.+ .utet Ix. .. pni��.at� fr L00 Plf trot IW gPITN r - - ...P 14.38 !:r 0� fateFtm 7� D, O -d Wi - 1S.L M tlai. vld Parc' HnIRIr3 Sastm Ie COR. 0. / TWl4. CRI I -z -I45 I.w / 616r S O. L9 L-3 -Lief law / L808law. •law law / larz O.w hrlr•atally /. either Qr<etlr t. the t7 Aad p.v1 pp..Tub, 0th ted •>4 I/ve PIUM erdm..a Oeerlsrbl reaatlr�ICll Dn � iw-rix W Cammeta cot CIWIag Tl8 -f3-t LOADS fA56 -••-•- """'3.6 It 0 -•- ...a-7. t-S•L786I.w/la%0.77B91by 0.70 7 .there. •-••---•-- Dir L.PIP L. L- ■.PIP H.tae ll/7L .TESL Lw / llw -RD -L80 law / Irz 0.79 en (L)�fr> �L:O: 0 t. X2.5.8 TC Yert 130.60 0- 0- • LI0.00 SL- 0. 0 0.38 ((DD )) (DID) 8L7)/ 1%. It vv tA.80 D• O. t 74.00 L- 0- 0 . 0.08 HC Y -t 74.660 50. 0. 6 zi.GO 32- 0. 0 0.00 e •L3) 0.07, 8•l0 / 0,10 it-Ia / 0.az 11a0a3ttlaw / z71e(law o.as' Truss designed to support 2-0-0 to chord outlookers SF face, 11:111z •rzs1.w/ Luz€1.0and la -u -zs law / Io l,w o.w - cladding load not to exceed 7 one and 24" span opposite face. Top chord may be notched, P 16 -IS -L672 1.Ta / 0.74 lsae l.0 / swp.rs) o.lz Y - 1.S" deep X 3.5'. AT 48" o/c along top edge. DO NOT -L11 - OVERCUT. No knots or other lumber defects allowed n coup. / Text. (M.) PsI As -6 -1370FEs / 0.13 o.m 1 2 3 4 5 6 7 within 12" of notches. Do not notch in overhang or heel panel. 00 not cut plates. 2.8 -41 / A7,1l..I I -B -Age3 / zea law 0.07 3.00 2-9 -INE / 1.. 2.10 •Z927 / L356 / law 0.3z 1.603-10z6385 O. a6. 4X4 3-lL / Lwl(1.7a) 0:36 4lL -w7 1.Ls / 81 O.z3 0 C 0 6X6 2X4 �63.. ((1la.w 0w a•ls •1L37 law / =1.38 3.0 8-5.8 2X4 5•13 .1308 1. L3 / S -l3 .1478 1.70 / is -u -3a I.w / 8.77 1.00 agga Les o.az Les 3X8 2X4. typ. 6X12 2.5X4 - - 6 -IB -wv 1. L3 / L.3 0.08 0.12 7X8 . 7-I6 AL 1.La / 3RD LLS 2X4 . 9S0 4X10 7 3X10 � T 3X4 1 g 05X6 6X8 2X4 6X10 0 C 0 6X6 2X4 �63.. 3.0 8-5.8 2X4 T, T r 2 C=® 0 ® 32 8 9 101 12 13 1415 1 0 ®Cfff7�� No. c 72160 6� AS SHOWN ® TYPICAL PLATE: 1.5X3 for the gable studs OVER SUPPORT v (? � � � �,Q GNI►- P (� 'CH" + y L AD connector plates ere ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga.,'S' for Super Strength to ga. Plates are to be positioned per Join' Dated Report Girded pates and lois. name plates 5/22/2O Fpe M a f %are positioned as shown above. Slaft gable stud plates to avmd oveAap wth sWcturel plates. JI 8 - HomewooWlTru S A"AWARNING!"* READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: David Trombley ""IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ID: DriveSL0770317_L000 JD: 0770317_L00007_J00001 Tnua.er gdm,d man inf.brvtbg,tnrlEg.dipp'atg.ird HI -db.dna. R.t.rmrndrdw.m.1.%90&d nof8CSl(B-aabgeaWamm Besi. uNest Dsgn r : MTS #LC = 152 WT/PLY: 455# r: KrS !� s.t.y odmn.fim by TPI ane W'reA) for mrety praline Pdor m pedmdng Ow. t...rn tndatrt. d aB p,aw. Wrpomrr bm�g pup on6- dorm mted .th-azu, top dare dwI have poparly .mdse cmatrd dae0fng aM bomm dare Nal have a PnrP•4Y emAed dpd miina.. L-6-"- TC Live 20.00 psf Live Dur L=1.25 P=1.25 Q tarp.r,,,,n.,nmt'r.tr--,1 r.....loaned.Arpin,old.I.oWd,Z,..cn'omBa.Br«e1D..'.ppDt.n..rodr q•d'me.dtmndtnm.nd fur TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 • �U�\\�J� ��-• pademr,da.•n.bov..nemm.�domaa.partat..tnomeam.r.�.. Zz.,6•AdmofrrNBuldigC Mn ne,Gaupine.,loanottuiMW mbleto,myd.Necmbamwta Wtng-ayr.meemwaemeo-in TC Dead 14.00 psf Rep Mbr End / Comp / Tens AN nW COMPANY cordmnance witlt AN61/rPl 1, a for Imndirg. dfppirg, nda0ation b bmdna d Wes. A seal on this drawing or cover page llsdng thla drowing, indicates acceptance ofprofessional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.OD 2870 N. Groat SW Pkwy. Grand Prern., TX 780So sololyforthadosignshown. The suitability and use of this drawing for any structure la the responsibility of the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 - Designerpar ANSMI 7 Seta2 TRUSPLUS 6.0 VER: T6.5.21 Pnnm.b,rmmm�..A;.iob•e a.rwr,trob. prg..ne aw. a.b db.: uwNE:,,„�;nen•m,.Tm'.,nrtrdc„,w,,._•,,,-„d�•�,•,-.m�tcc:mmiasata.� Blit Code: C8C-2016 9 DEFL RATIO: L/240 TC: L/2441 A L M n CD 0) r* CD CL Q- n 0) 'O'er O iU CD W. O CL iv n O O Job Name: Trombley Residence Truss ID: CO2F Qty: 2 BRG X -LOC REACT SIZE REM a aerie oF�i is peaettr ioe�I"9erar Ir'd°� 1 MIl.t�i Sarprt sled : 1 0- 2- 0 5876 4.00" 3.13" CA c sld Ba -ltd 2 27- 7-12 4523 5.60" 2.41" arca D'FL a lay. 1a-14 .eetr.fat. Fa .Itaa�ti ►reales. 1 -sv Ib DC lam71 Ld DFL 11 4 itr. I7RCC'. •tadara actall.. L 2 Ib MAX DEFLECTION (span) FID 2.4 OFL STABDAm Dnlmea per Afl31/aI I•mu DDalIDIrtAL iFALnOg(s) L/999 MEM 2-3 (LIVE) LC328 zd DFL a a late. 1.8, 11-13 a ua T.I_=. zo.bl -.I- 1 -stns i► L. -0.21- CC- -0.41" CL- -0.62" ®. an N4 OIL STABDABD la••+LP as/ted lar a F �� d the •treat z -Ir a MAX DEFLECTION (cant) lab I. fact-) 2.00 lase- of tae teen aeN Isla la a 7W. tree i. aealnea Iq ale laef'a to JettapC octal Beet. tar GES fa .11 ►evigs. ASa7-1• Bld SpeeIfiutlea 2/914 MEM S-6 (LIVE) LC 54 y Roars W O.tatlaal T.leraacvu. IBCIKK t,aaa date eLLan ora beyad •. alas Iacl.aea = res, L= -0.03" CCP -0.01" CL- -0.04" 6&3e td, red OnT 1. tae arae te�tint W qp�..1 o eryalyd 64la� a- r,as. Lcarla . Bet d 7m EX. WB DEF CRITERIA:L/120 rt. ttit al. b..e .wq/ae.taies .cvaea W MSF/TrI W ••!�•• f. -role. �tqa�' js.80 R. lata uatl . n.os R IN MEM 6-14: T- 0.00" ..3 .-d h tar tb. •tva-- u �jd ffla 10 t o. -e.. a •t -,I CAL Buy. s 1,�tys z� r14 11 s �ts11 P ClaRICAL BO® FORCES,-.t....t ��• ♦ ♦ ♦ - toaad Rr 708 Ib aa-cosaarmt en.lq BOaacogar•�•�Y bcl f.n 1, De d sbo aUp R CORP.[1111 �. / 1H14. (DOla.) CSI. Ball pattern ebw. Is fa fll 1•ab W 7fJ1. Oeelpea a WI. tW F.,ce IBesd/st/ae By. I.2 -12207 0.79 r. Oat loab rsawatea b Pli I.a4 al re.aat braelq is 1M 4 - -.ria W Ceoe.te W CI qlseo sz iri Area . L5s3a-4•4331L7 / O.SE tt+tNleads &all be 4 .tribete� t�laG4 W Simi 1� ' ~R 1. B.0e.a ly ey.a/q. r.1u- ly .au vatlw --bare r�e�ea t. .1 Lo7.4-a .lass.68 / Bso(I.so) o.a! s�blta uSa. a. o" ills .1.. Bellaiq aesipa &•Il .aiq Belle 1•a4 •-IaAO EASY 87 0)sI121 IA.1DS ................S-6 .289.68 / leL 1.60 0.45 fate Il. Daryl aeekr. W eaee leads, if aglioble. Dlr L.rIP L.Lee ■.TIP R. I- IL/TL IP .lwa, ase a�itianl flateaera Rr pLt lad to rte -F i to 179laCG'a sladaa IT Vert 118.80 0- 0- • CID 63 LB•10- 8 O.aB k CD�•((DDIIRR ))/ THL4. CSI lob fie rte baa rl7�s aiwtrlbatea aye. cable Deihl. f f•taoatlm ae�alq IC Vert 142.69 Ls -10- 8 IAll 00 et- 0- 0 0.78 7-8-Sl7S(I.60)/ 5975 1.60 D.46 le fee �� iWa l2l .f Role the baeciq •f &fa Ie true. BC vert U6.00 0. 0. • U8.00 9- 0. 0 0.45 M8.8 / OBLI 1.i5 O.BL IF 2.S• Cmt MOS Ala6 0.S®, AIR IQ71 CImT® Saf. leafaBa (ff aeeae7) Rr rp� .gpart. u vert 16.80 9- 0- • le 00 Z7 lo. 8 0.00 e / 8154 I.LS 0.15 AYORII5 Se0R1 -tall U IIISTAt1JID Fflr THE p1ATII4C sA4® 0B C®1 I.tL® VALIS. R vert u.8o 27-10- 9 Z4 00 29.10. a 0.08 10-11 / 8154 I. LS 0.65 GOBI AAD t4C4 FACD fTO7A1 BAI19 e ♦ • ♦ ♦ ♦ 7y.e [be I.La U/7L Futena II -1L •i804 1.68 / -971 1.90 0.]3 pp®g 7gB AypmyT ggL0p80BA)1,7.i]717 ®1849. Deeippeeeaa f- 200 P1P arse IW gplld iC Yeit•• 2640.• fl- S. 0 0.48 IL-la-He9((I. Z7 / O.LO to . to BAII.4, SDS .Slaps® S08 mesa bvrlcatally /a citba a7aeetloa t the,::p 17.14 -1111 1.23 / 1BL8(1.u) o.m e�.i.+I- wbtitete, ala paocl f.t...I tl auA ♦ 'o t Il.e Truss desi road to su ort 2-0-0 to chord Outlookers (•j . lap I f atla ". (by .is-) 7e.b ul.B ir,aa.cle.. I.M. 9 pP p n aBr.(D�. / intent. (MM.) Call Dsrlaeatal .eatt.a = 6.0 a be at baa and cladding load not to exceed 7 PSF one face, 113 -ILeB l( .a3/ o.1L Bat ae,lpea a:r attic .brace aless ►e,riaB Idielaeally. Cmetcla. y •theca• and 24" span opposite face. To chord may be notched 1-7 -Siem 1.7J / 0.29 aotd • ise. ...................... PP P P 9 P 9 1-a / 11=11 18541.0 00:'0"4 1.5" dee X 3.5' AT 48" o/c along to edge. DO NOT z-e-ers((1.ss))/ zce 1.60 - OVERCUT. No knots or other lumber defects allowed L -B •I]I fill)/ 872 1.60 0.14 -7-s/ 7u71.zs 0.78 within 12" of notches. Do not notch in overhang or 3-10 / zea 1.ss 0.06 heel panel. Do not cut plates. 7.11 -558] I. LS / 1. 00 4-n- -1w1 1.0 / 0. is 1 2 _ 3 4 _ 5 6 1.19 .5670 1.07 / 0.66 u -t.7 / '"'go :u) 037 3.00 5-14-1uz(I. La)/ all Its 00 0.06 6.14 21 1.L! / 47611.2] 0.10 2-PLYS "•m pptte,� .b.a Is ►•••d ar REQUIRED to l0I •.IzS' al.. 7.0. 1 ail 3 to conal, 8.148• ala. a a.o" Lot au 2X4, typ, to Boa .8.117• aia. a a.S• 1 O 111 lea commoN . HE. af... a.s" 1eq ail L-FL71♦Nil •/lob Lg101oB 'rilqualppa� iRs) 3X 6X12 I.: TL- • 11C. L ti - L f0 NlDfl •• 2.5X4 Clat- see... if &.a. a,e S. Ian. 12X1 12X12 2.5x4 7 0 1-6-6 1 -r, 8X8 6X12 74X6 3 ® 81 10X10 2�0 T, �q Y R:5876 I 27-10-8 W U:-623 r 26400 2 0 0' >29-10-8 >p r� ® ;Ur7 8 9 10 11 82 12347 0 C W:506 No. G 72160 ® M 84523 ® Fn Fn TYPICAL PLATE : 1.5X3 for the gable studs U:-481 X93 �4FP ®.q, V ® AD connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Sbength 20 ga.,'S' for Super Strenglh.1 a ga. Plates are to be positioned per Joint Detail Report. Curled pates and false frame plates 5/22/2017 aw-® are pos'boned as shown above. Shift gable stud plates to avoid overlap w structural plates. nt al Cust: David Tromble 268j - Homewoo ru s IWARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! y "IMPORTANT" FURNISH W0: Drive�0770317_LOOD TWI HIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. !� 1D: r: KrS 0770317_200007100001 Truss roprie -ream- aro br fdredinp. ImM6g. dappag,'utdaDng end haong. Refer b and /olbw Iha latsd enation of BCSI (Brdd'rIg Campomrd Cn Bar.tylerea..n«r,eyTPI .nawrcA)r>mr.fyprtme•epaermpen.,:m,Benettf toe. lemwttl,ap:a.;e.mawr.ybre«rDper SCSI. v:ato Dsgnr: hTfS #LC = 128 tui/PLY: 454# noted otherwis, top d:=d Cud have pWarty aoadnd pneWrel dusting arra tedum chord dal lave a property stLNed dgd ceiling. L -tons, dawn ��Or� mr� mrpa,n,ane,,,m>anat,ems„tmwebairaD-1. pana:amnciaoSCSI ftimistsaeaBae7oreto.asapgmaw.APgygamaeo.,drf.awtnmarm TC Live 20.00 psf LiveDur L=1.25 P=1.25 lUf�\\IJIIL�E Pennona,swwn.ba.aandmmeJowomFaroparLan.t.noreaoe,aroAa.. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 weir:...a�•a^mmn6"aa^DCaa'p°^s�°o'awlnc•d"Dnets°r•=p°'.�I°f°rsnydaw'e"b°'"a:°d'aw:'D.a'4'f°'°"m°'ra°n'°°'m:, TC Dead 14.00 psf Rep Mbr Bald /Comp /Tens AN RW COMPANY m'danTd"C° aNsl/rn t. m for lartdbg. d4org.:rdamaon a beteg d truces, A seal on this Browing or cover page listing this drawing, Indicates acceptance olprofessional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SWPawy. Grand Prairie. TX 750M solely for the designshown. The suitability and we of this drawing for any structure is the responsibility o/ the Building SC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer perANSYMI 1 Sect Fw rte• infe-atmn see t iaieb•a 9•^er•1 nghs page and arae. w& dbx TRUSPLUS 6.0 VER: T6.5.21 -WTCA,.web204nS1..era.Icc:zrmUMEELa Bldg Code: CBC -2016 DEFL RATIO: 2/240 TC: 2/24 RECEIVED -� APR 2 5 2017 i STRUCTURAL CALCULAT109VND ASSOCIATES TROMBLEY RESIDENCE Q�pEESS10,,�, cs C58 7 z w d OF 0 Prepared for: Mr. Mr. David Trombley 417 Stonebridge Drive Chico, CA 95973 530-288-2840 Site Address: 3345 Hamlin Canyon Ct. Paradise, CA 95969 APN 055-350-035-000 Prepared by: G Q6 PENDOLA CIVIL CORPORATION Matthew Clarke PE, LS 315 Wall Street, Suite 8 Chico, CA 95928 530-966-7469 i BUTTE COUNTY BUILDING DIVISION APPROVED REVIEWED FOR CODE COMPLIANCE JUN 0 9 2017 TRIS AND ASSOCIATES TABLE OF CONTENTS BUILDING LOADS CALCULATION KEY BEAMS COLUMNS FOOTINGS GRADE BEAMS SEISMIC WIND LATERAL TRIB AREAS SHEAR WALLS 1 2 3 5 11 23 31 33 37 39 I MISC. 10 TOTAL ROOF AREA — .__......__ ...... ....... ____........ ____......._......__.___.__.._..__.__._..__._._.-._- ___.. _.._._........._.._......_ 3831 ....._........_.__.._.__.. _ W ____...... x 18 / 1000 — _ . _ _ ._..._.__.................. _ 69.0 ._..._........ 16.63 WALL AREAS: PITCH ADJUST, 3:12 _ '_ � . :., 1:03 � ...............W ..... _............._'._. _._._._.........___._ � - 17.7 _.._..__._._..._...____w._...___._ _............"7...-... i USE 18�(Psf) ... _ x 18 / 1000 =• • n ................... ................ .............. ...................... .._........................ _........ _._...................: WALLS:: _........................ _............ .................. _.............................. _................................................................................................................................... ............. ....... ........ ........ ...... .......................... _... _.............................. .............. ....... _.... =.:..... .................................................. .._........................... _ :_............................ _....... _....................... _...... ... _... _........ ........ _..................................... _.... ..._............................... ............................................ _......... _............... .............. _..... :............ _-.................. _.... .......... ............ .... ........ _... _..... 977 3 -COAT STUCCO _ _..._.... __._............. 10.0 (kip) 1/2" PLYWOOD 1.5 _ __._... . ........ ..... _.. — 2X6 @ 16" o/c 1.5 .. EAST ELEVATION = L INSULATION 1.0 13.6 (kip) 1/2" GYP BOARD 2.5 -- ............................................... ... _ " 777...x 18,/ 1000 = 14.0 MISC. ... _.. ,_.. _ 1.0 i 17.5 USE 18 (psf)- UNIT. LATERAL LOADS ' _ TOTAL ROOF AREA — .__......__ ...... ....... ____........ ____......._......__.___.__.._..__.__._..__._._.-._- ___.. _.._._........._.._......_ 3831 ....._........_.__.._.__.. _ W ____...... x 18 / 1000 — _ . _ _ ._..._.__.................. _ 69.0 ._..._........ (kip), _.... WALL AREAS: " r NORTH ELEVATION _ .1018 x 18 / 1000 =• 18.3 (kip) SOUTH ELEVATION = ' 977 x 18 / 1000 = 17.6 (kip) ---......_._._...__....."......___.."...__....:..__....__.._--:-----_..._....:__._. _ __._... . ........ ..... _.. .._....... ___.�".__..__.� .. EAST ELEVATION = L 754 x,18 / 1000 = 13.6 (kip) WEST ELEVATION= ,' - _. ............................................... ... _ " 777...x 18,/ 1000 = 14.0 (kip) ...... 132 (kip) UNIT. LATERAL LOADS ' ' E = 10.96K / 3831 (sf.) _- 2.86 lbs / sf' , W,N/S = 10.40k •: = t x 10.4 / 3831 (sf.) _ '' 2:71 lbs / sf "• :-. W E/W ---7'.8k' �_ _......... }. - 7.8 / 3831 (sf.) _ ; ` 2.04 Ibs / sf _........_..................___.........._..___............... __........_°__.. _ __ .."._.._._... _.....:_........_! ..-_._...........................W.........._........:._....__..........__.._._......................._._.. _........... _....._..._.._... �, _ Page 1 of 54 �6, FTG 4 r ---i PORCH BM r r ---i I I HDR 3 FTG 3 -- — — — — — — — — — —� I I I I HDR I r-------------- , I I r _____________ �_ I �. I ----____— �. I Ir ,1 I L� I II ,I 1 I I I I I I -------HDR-1-------------------- I� I --------------------------------- I GRADE BM I Ij I I I II 1r' -- J I II II I I II II r-- I II II I I 11 I I 11 I II II I - I II II I I I I I I I I I rr=====J II I I II II I I I I I I I I I I II �I I I II 11 I I I� �I 1 II 11 II I I I III I1 II II I II III I I ---j I I it ii lIiI 'i ii ii r -------------- I ----------------------� I II II II II I I I li it II II I I II II II II I L� _ __ --------- - -- --J� II I1 I I I --� 1�--- II I I FTG 1 to I I II II I oc o I I II I x I 1 II _JI 1 r--------------------1 I I I 1 cu I I I I I I I I I I I I I 1 I I I I 1 I 1 I I .. I x I 1 1 pq I 1 W I I 01 I a I 1 c1 Iu I I N 1 � � 1 1c4 1 I I 1 I I I • I I I 1 I ---------------------J I 1 I CALCU.LATI[]N KEY ". _ Page 2 of 54 S t e r <3,r:.. ,� ;' i r e r t„�_ •t i 'r s t t t -.. 1 . , , rs n ' ♦�/ r 1: + �. - Y< s i' kg+� 1 .# r }r: ;-'i, .•Rl ., tS ".� :`tt, .�,�`: s Project Title: TROMBLEY RESIDENCE '. Engineer: MBC, Protect ID:,,TRO1701 j Project Descr: Single Story Residence' Printed: 17 MAR 2017, 10:24PM • BEAM Size: 5.125x18, GLB, Fully-Unbraced ' Using Allowable Stress Design, with ASCE 7-10 Load Combinations, Major Axis Bending •:.y ' - Wood Species: DF/DF Wood Grade: 20F - E3 Fb - Tension 2000 psi Fc - Prll ' 1600 'psi Fv 265 psi Ebend- xx 1700 ksi Fb - Compr 1200 psi = Fc - Perp 560 psi Ft 1050 psi Eminbend - xx 900 ksi Applied Loads Beam self weight calculated and added to loads" Unif Load: D = 0.0180, Lr = 0.020 k/ft, Trib= 18.770 ft Design Summary Max fb/Fb Ratio = 0.887. 1 fb : Actual : 2,109.69 psi at 11.520 ft in Span # 1 Fb: Allowable: 2,378.51 psi Load Comb:. +D+Lr+H Max fv/FvRatio = 0.362: 1 fv : Actual : 119.95 psi at 21.581 ft in Span # 1 Fv: Allowable: 331.25 psi Load Comb: +D+Lr+H Density 31.2 pcf 0(0.3379) Lr 0.3754 . 23.040 ft, 5.12508 Max Deflections Max Reactions (k) 9 L s a W E H Downward L+Lr+S 0.565 in • • Downward Total 1.104 in Left Support 4.12 4.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.12 4.32 Live Load Defl Ratio 489 >360 Total Defl Ratio 250 >180 Woodf?Beam=;Dest ' HDR 2 k? BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, Lr =0.020 k/ft, Trib= 14.070 ft Design Summary Max fb/Fb Ratio = 0.824. 1 fb : Actual : 1,205.41 psi at 2.565 ft in Span # 1 Fb : Allowable: 1,462.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.396: 1 fv : Actual : 89.03 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H =r 4 ' _�•all Max Reactions (k) D L Lr a w E H Downward L+Lr+S 0.057 in Downward Total 0.109 in Left Support 0.66 0.72 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 0.72 Live Load Defl Ratio 1084 >360 Total Defl Ratio 566 >160 VVood'Beam,Deslgnr. HDR 3 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, Lr = 0.020 k/ft, Trib= 15.0 ft Design Summa lV D(o.270) Lr( .30) Max fb/Fb Ratio = 0.619. 1 fb : Actual : 696.67 psi at 4.065 ft in Span # 1 Fb: Allowable: 1,125.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.243: 1 fv : Actual : 54.72 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi I 8.130 ft, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.047 in Downward Total 0.091 in Left Support 1.14 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.14 1.22 Live Load Defl Ratio 2069 >360 Total Defl Ratio 1067 >180 Page 3 of 54 Ly��4 �3Multlple Slmple_Beam Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID: TRO1701 Project Descr: Single Story Residence BEAM Size: 6x8, Sawn, Fully Unbraced •1 • Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Fb - Compr 900 psi Fc - Perp 6.25 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, Lr = 0.020 k/ft, Trib= 15.0 ft Design Summary Max fb/Fb Ratio = 0.563. 1 fb : Actual : 632.86 psi at 3.065 ft in Span # 1 Fb: Allowable: 1,125.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.229: 1 fv : Actual : 51.62 psi at 0.000 ft in Span # 1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Printed: 17 MAR 2017, 10:24PM Density 31.2 pcf Max Reactions (k) D L Lr S w E ii Downward L+Lr+S 0.031 in Downward Total 0.060 in Left Support 0.85 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 0.92 Live Load Defl Ratio 2375 >360 Total Defl Ratio 1230 >180 BEAM Size: 3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 20F - E3 Fb - Tension 2,000.0 psi Fc - Prll 1,600.0 psi Fv 265.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,200.0 psi Fc - Perp 560.0 psi Ft 1,050.0 psi Eminbend - xx 900.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, Lr = 0.020 k/ft, Trib= 13.510 ft Design Summary Max fb/Fb Ratio = 0.990. 1 0(0.2432) Lr 0.2702 fb : Actual : 2,475.85 psi at 8.145 ft in Span # 1 . Fb : Allowable: 2,500.00 psi Y Load Comb: +D+Lr+H - Max fv/FvRatio = 0.404: 1 tv : Actual : 133.75 psi at 15.313 ft' in Span # 1 16.2900, 3.5x12 Fv: Allowable: 331.25 psi Load Comb: ' +D+Lr+H Max Deflections Max Reactions (k) Q� L Lr S , w E H Downward L+Lr+S 0.502 in Downward Total •0.971 in Left Support 2.05 2.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.05 2.20 Live Load Defl Ratio 389 >360 Total Defl Ratio 201 >180 BEAM Size: 3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 20F - E3 Fb - Tension 2,000.0 psi Fc - Prll ' 1,600.0 psi Fv 265.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,200.0 psi Fc - Perp 560.0 psi Ft 1,050.0 psi Eminbend - xx 900.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, Lr = 0.020 k/ft, Trib= 9.230 ft Design Summary Max fb/Fb Ratio = 0.636. 1 D 0.1661 Lr 0.1946 fb : Actual : 1,589.93 psi at 7.865 ft in Span # 1 . Fb: Allowable: 2,500.00 psi Y 'Load Comb: +D+Lr+H Max fv/FvRatio = 0.266: 1 fv : Actual : 88.27 psi at 0.000 ft in Span # 1 15.730 ft, 3.5x12 Fv: Allowable: 331.25 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.298 in Downward Total • 0.582 in Left Support 1.38 1.45 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.38 1.45 Live Load Defl Ratio 632 >360 Total Defl Ratio 324 >180 Page 4 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 17 MAR 2017. 10:55PM Column Description : COL 1 Code'�References ' "��'' � '- Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Column self weight included : 65.542 lbs * Dead Load Factor .;:General Informatlori;w , �',r , Analysis Metho Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 10.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Specie Douglas Fir - Larch t ,� - Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 inA2 Cf or Cv for Compressioi 1.0 Fb + 1,000.0 psi Fv 180.0 psi Ix 76.255 in A4 Cf or Cv for Tension 1.0 Fb - 1,000.0 psi Ft 675.0 psi ly 76.255 inA4 Cm: Wet Use Factor 1.0 Fc - Prll 1,500.0 psi Density 31.20 pcf Ct : Temperature Fact 1.0 Fc - Perp 625.0 psi Load Combination Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr : Repetitive No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns Location of max.above base 0.0 ft X -X (width) axis Fully braced against buckling along X -X Axis At maximum location values Y -Y (depth) axis Fully braced against buckling along Y -Y Axis " Applied'Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 65.542 lbs * Dead Load Factor AXIAL LOADS ... PORCH BM: Axial Load at 10.0 ft, D = 2.760, Lr = 2.90 k r�'DESIGN,SUMNIARYa� t ,� - Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1009: 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+Lr+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are. Along Y -Y 0,0 in at 0.0 ft above base Applied Axial 5.726 k for load combination : n/a Applied Mx 0.0 k -ft Applied My 0.0 k -ft Along X -X 0,0 in at 0.0 ft above base Fc: Allowable 1,875.0 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi �� Load'Comtiin'attorli':12esults•" "-_ ; Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.06919 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 1.000 1.000 0.06227 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 1.250 1.000 0.1009 PASS 0.0 ft 0.0 PASS 10.0 ft +D+S+H 1.150 1.000 0.05415 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.08816 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.05415 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.60W+H 1.600 1.000 0.03892 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E+H 1.600 1.000 0.03892 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.06888 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.03892 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.03892 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.02335 PASS 0.0 ft 0.0 PASS 10.0 ft Page 5 of 54 -ProjectTitle: TROMBLEY RESIDENCE Engineer: Project ID:TR01701 Protect Descr: Single Story Residence • ^� ' , Printed: 17 MAR 2017, 10:55PM 'gootcolum � ' �'� ti v ..�..._, .•• J' �s��. >f�rlfa� .F1,"t��3aik� i". ,�� irKS�� -fi`� CLa.:: :�..c��: -Lic. #: KW -06011270 Licensee Whitchurch Engineering, lnc.� KW -06011270 1• ..y;; Description : y COL 1 ++ LoadC b atlon Resu tss 1 Y A' •. }� .. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios ,Load Combination CD CP Stress Ratio Status 'Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 ' 0.02335' PASS 0.0 ft 0.0 PASS 10.0 ft pMaxlmunl�ReaCtlonsf_11 �_ Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments - a' Load Combination @ Base @ Top - @ Base @ Top @ Base @ Base @ Top @ Base @ Top r� +D+H 2.826 ✓ + ++ - ; 2.826 y +D+Lr H} t 5.726 +D+S+H 2.826 +D+0.750Lr+0.750L+H •./ . 5.001 i ' +D+0.750L+0.750S+H2.826 +D+0.60W+H 2.826 +D+0.70E+H - i,! 2.826 +D+0.750Lr+6.750L+0.450W+H _ - 5.001 - - ' +D+0.750L+0.750S+0.450W+H t i'.` 1,'. 2.826 t . ' +D+0.750L+0.750S+0.5250E+H •> 4' 2.826 +0.60D+0.60W+0.60H ,. •r 1.695 +0.60D+0.70E+0.60H 1.695 y D Only I : 2.826 Lr Only. R 2.900 r, L Only J S Only .. r ° W Onlyr E Only • - H Only 1I fi r r ' ru> ' •.t � l�) ,R 1 ... .4 ' L� ., r i r .. _ � 'fin '• Y Page 6 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 17 MAR 2017, 10:57PM Description : COL 2 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 C D Load Combinations Used : ASCE 7-10 0.2136: 1 ��,Genecal Information' +D+Lr+H Analysis Metho Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber - Overall Column Heigh 10.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Specie Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 19.250 in^2 Cf or Cv for Compressioi 1.10 Fb + 1,000.0 psi Fv 180.0 psi Ix 48.526 in^4 Cf or Cv for Tension 1.30 Fb - 1,000.0 psi Ft 675.0 psi ly 19.651 in 4 Cm : Wet Use Factor 1.0 Fe - Prll 1,500.0 psi Density 31.20 pcf Ct : Temperature Fact . 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr : Repetitive No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns : 1.000 X -X (width) axis Fully braced against buckling along X -X Axis PASS Y -Y (depth) axis Fully braced against buckling along Y -Y Axis 'ApplledfLOads. a Service loads entered. Load Factors will be applied for calculations. Column self weight included : 41.708 lbs' Dead Load Factor AXIAL LOADS ... PASS HDR 1: Axial Load at 10.0 ft, D = 4.120, Lr = 4.320 k +D+0.60W+H 1.600 1.000 0.08189 PASS Bending & Shear Check Results C D PASS Max. Axial+Bending Stress Ratio = 0.2136: 1 Load Combination - +D+Lr+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are . +D+L+H Applied Axial 8.482 k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 2,062.50 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +0.60D+0.70E+0.60H +D+S+H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear t 288.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 1 0.0 k Top along X -Y 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension -oad Combination C D CF, Maximum Axial + Bending Stress Ratio Status Stress Ratios Location +D+H 0.900 1.000 0.1456 PASS 0.0 ft +D+L+H 1.000 1.000 0.1310 PASS 0.0 ft +D+Lr+H 1.250 1.000 0.2136 PASS 0.0 ft +D+S+H 1.150 1.000 0.1139 PASS . 0.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.1864 PASS 0.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.1139 PASS 0.0 ft +D+0.60W+H 1.600 1.000 0.08189 PASS 0.0 ft +D+0.70E+H 1.600 1.000 0.08189 PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.1456 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.08189 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.08189 PASS 0.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.04914 ,PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft Page 7 of 54 Project Title: TROMBLEY RESIDENCE `' Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence , Printed: 17 MAR 2017, 10:57PM 1 v �. WOOd�CO�u1111 C1'S H F '.. +` y 7 � - � ... ... «. 110 le � ! M 7. 7;��i2` `r""�-t 3-:.n t�� ..s. 7� .ger .r4.. fa,. r ts-�5,•.sfa..S'�i.,�r�rr.t�� •_Lic. #: KW -060111270 Description : COL 2 :LoadCombinationResults y' e `w Maximum Axial + Bending Stress Ratios Maximum Shear Ratios '• Load Combination CD CID Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000. 0.04914 PASS 0.0 ft 0.0 PASS 10.0 ft �M8X1� m Rea_CtlotiS Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction_ Axial Reaction My -End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 4.162 +D+L+H 4.162 , • +D+Lr+H 8.482 +D+S+H + c` 4.162 +D+0.750Lr+0.750L+H' z ,. _7.402 +D+0.750L+0.750S+H 4.162. . +0+0.60W+H.-4.162 +D+0.70 E+H .4.162 +D+0.750Lr+0.750L+0.450W+H 4' v 7.402 , r ` t +D+0.750L+0.750S+0.450W+H - y �, ` 4.162 F ': +D+0.750L+0.750S+0.5250E+H a 4.162 " +0.60D+0.60W+0.60H .. ,2.497 x +0.60D+0.70E+0.60H - 2.497 ' D Only .: �' 4.162., Jr. Lr Only ,, .k ' I 4.320 Y , , L Only +.- S Only W Only 14 h '� E Only. H Only V • . , a i• , ,� t�- � _ ,, - t • . - } �� F,.. - ,J . _ . . ' ^ • t - _ -, ter. .. i� -. _ � � �A ` • { S.. i- •V a �� :1 � • • u• x' - ' r Page 8 of 54 v Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr:Single Story Residence Printed: 17 MAR 2017, 10:58PM Description Code References^", . -TT4 U, V 4 C P PASS Max. Axial+Bending Stress Ratio = 0.3648 :1 Load Combination +D+Lr+H Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Location of max.above base 0.0 ft At maximum location values are . PASS Load Combinations Used : ASCE 7-10 - Applied Mx 0.0 k -ft Applied My 0.0 k -ft ' GeneraLlnformation. • R 1,115.63 psi 10.0 ft 1.250 1.000 0.3648 Analysis Metho Allowable Stress Design 0.0 ft Wood Section Name 2-2x4 10.0 ft 1.150 End Fixities Top & Bottom Pinned 0.1923 Wood Grading/Manuf. Graded Lumber 0.0 Overall Column Heigh 10.0 ft Wood Member Type Sawn 0.3178 PASS ( Used for non -slender calculations) 0.0 Exact Width 3,0 in Allow Stress Modification Factors Wood Specie Douglas Fir - Larch PASS Exact Depth 3.50 in Cf or Cv for Bending 1.10 Wood Grade Stud 1.000 Area 10.50 in^2 Cf or Cv for Compressioi 1.050 Fb + 700.0 psi Fv 180.0 psi Ix 10.719 in"4 Cf or Cv for Tension 1.10 Fb - 700.0 psi Ft 450.0 psi ly 7.875 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf PASS 0.0 ft Ct : Temperature Fact 1,0 Fc - Perp 625.0 psi 1.600 1.000 0.1382 Cfu •Flat Use Factor 1 0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X -X (width) axis Fully braced against buckling along X -X Axis Y -Y (depth) axis Fully braced against buckling along Y -Y Axis App_I_ied Loads an _ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 22.750 lbs " Dead Load Factor AXIAL LOADS ... HDR 5: Axial Load at 10.0 ft, D = 2.050, Lr = 2.20 k POE-$ GN SUMMARY «,�rRrR �� _ Bending & Shear Check Results C P PASS Max. Axial+Bending Stress Ratio = 0.3648 :1 Load Combination +D+Lr+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are . PASS Applied Axial 4.273 k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 1,115.63 psi Maximum SERVICE Lateral Load Reactions . . Top along Y-1 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0,0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi R,' 11 Load Combination . +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7 50 L r+0.7 50 L+0.4 5 0 W+ H +D+0.750 L+0.750 S+0.4 50 W + H +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 1.000 0.2458 PASS 0.0 ft 0.0 PASS 10.0 ft 1.000 1.000 0.2212 PASS 0.0 ft 0.0 PASS 10.0 ft 1.250 1.000 0.3648 PASS 0.0 ft 0.0 PASS 10.0 ft 1.150 1.000 0.1923 PASS 0.0 ft 0.0 PASS 10.0 ft 1.250 1.000 0.3178 PASS 0.0 ft 0.0 PASS 10.0 ft 1.150 1.000 0.1923 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.1382 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.1382 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.2483 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.1382 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.1382 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.08294 PASS 0.0 ft 0.0 PASS 10.0 ft Page 9 of 54 i' Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID: TR01701 Project Descr: Single Story Residence Printed: 17 MAR 2017, 10:58PM 7; �`: - - i, g • .� r, a ' Y� �5 't ':,A� � :,� t � � � �— F � S�. .i r, - ) i Cy� r it •, "y a _ :' i Wood'Column ��s �. �•. � � .� �. -:'� � � � � t,. n r „ r Description : COL 3 Loatl�Com'bnatl'onResul' is Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.08294 PASS 0.0 ft 0.0 PASS 10.0 ft H4,MAXIReactlO,nS�{?±<.� Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L+H 2.073 +D+Lr+H 4.273 +D+S+H 2.073 +D+0.750Lr+0.750L+H 3.723 +D+0.750L+0.750S+H 2.073 +D+0.60W+H 2.073 +D+0.70E+H 2.073 +D+0:750Lr+0.750L+0.450W+H 3.723 +D+0.750L+0.750S+0.450W+H 2.073 +D+0.750L+0.750S+0.5250E+H 2.073 +0.60D+0.60W+0.60H 1.244 +0.60D+0.70E+0.60H 1.244 D Only 2.073 Lr Only 2.200 L Only S Only W Only E Only H Only Page 10 of 54 Project Title: TROMBLEY RESIDENCE ' Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence PriM-1- 9n MAR M17 r,-n7PM • Coc1e;;Refere,'nces� ;;„, .. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE.7-10 Load Combinations Used : ASCE 7-10 ' Generallnfoma ons • Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. _ 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.020: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes `.. when footing is wider than = ft ' . Adjusted Allowable Bearing Pressure = 1.0 ksf Dtmensions;:�..mg • - •Reinfor`ding ;• .� - Footing Width = 1.50 ft Footing Thickness = 10.0 in Bars along X -X Axis Wall Thickness =. 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 10.00 Wall center offset at Bottom of footing 3.50 in Reinforcing Bar Size = # 4 from center of footing = 0 in - ` 6 " iv V • � ' �i:, rzr, x , y• 4: 'af5'Q:1:Qin o. x- ed+orrEookingttl+Z D Lr L S W E H P: Column Load = 0.4680 0.320 ' k OB: Overburden = ksf V -x = k M-zz = k -ft Vx applied _ in above top of footing T Page 11 of 54 Description Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:02PM DESIGN: UMMARy ` µ - • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k • No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.6462 Soil Bearing 0.6462 ksf Gvrn. As inA2 1.0 ksf 'hi*Mr k -ft +D+Lr+H .� PASS 0.01644 Z Flexure (+X) 0.07471 k -ft -X 4.544 k -ft +1.20D+1.60Lr+0.50L+ , PASS 0.007440 Z Flexure (-X) 0.03381 k -ft 4.544 4.544 k -ft +0.90D+E+0.90H PASS n/a 1 -way Shear (+X) 0.0 psi Bottom 75.0 psi Min Temp % n/a PASS 0.0 1 -way Shear (-X) 0.0 psi +1.20D+0.50Lr+1.60L+1.60H 0.0 psi -X n/a D`etaletl:Res.ults Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+1.60L+1.60H Soil Bearing +X Bottom 0.24 Min Temp % 0.24 Rotation Axis & OK +1.20D+1.60L+0.50S+1.60H Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+L+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+Lr+H 1.0 ksf 0.0 in 0.6462 ksf 0.6462 ksf 0.646 +D+S+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+0.750Lr+0.750L+H 1.0 ksf 0.0 in 0.5928 ksf 0.5928 ksf 0.593 +D+0.750L+0.750S+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+0.60W+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+0.70E+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+0.750Lr+0.750L+0.450W+H 1.0 ksf 0.0 in 0.5928 ksf 0.5928 ksf 0.593 +D+0.750L+0.750S+0.450W+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +D+0.750L+0.750S+0.5250E+H 1.0 ksf 0.0 in 0.4328 ksf 0.4328 ksf 0.433 +0.60D+0.60W+0.60H 1.0 ksf 0.0 in 0.2597 ksf 0.2597 ksf 0.260 +0.60D+0.70E+0 60H 1.0 ksf 0.0 in 0.2597 ksf 0.2597 ksf 0.260 ,p. verturnmgStability* ;._ 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.05434 Units : k -ft Rotation Axis & 0.24. Min Temp % 0.24 4.544 OK Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.04508 -X Bottom 0.24 Min Temp % 0.24 4.544 Force Application Axis +1.20D+0.50L+0.50S+W+1.60H0.04508 ` Bottom 0.24 Min Temp % Load Combination... Sliding Force OK Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding lexure Axis &Load Combinatia Mu Which pension @ Bot As Req'd k -ft Side ? or Top 7 inA2 Gvrn. As inA2 Actual As inA2 'hi*Mr k -ft Status +1.40D+1.60H 0.0526 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.40D+1.60H 0.0526 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+1.60L+1.60H 0.05434 -X Bottom 0.24. Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+1.60L+1.60H 0.05434 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60L+0.50S+1.60H 0.04508 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60L+0.50S+1.60H 0.04508 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60Lr+0.50L+1.60H 0.07471 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60Lr+0.50L+1.60H '0.07471 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60Lr+0.50W+1.60H 0.07471 -X Bottom 0.24 Min Temp % 0.24 - 4.544 OK +1.20D+1.60Lr+0.50W+1.60H 0.07471 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+1.60S+1.60H 0.04508 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+1.60S+1.60H 0.04508 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60S+0.50W+1.60H 0.04508 -X Bottom 0.24 Min Temp % 0.24 4.544 OK , +1.20D+1.60S+0.50W+1.60H 0.04508 +X' Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.05434 -X Bottom 0.24. Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.05434 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.04508 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.04508 +X, Bottom 0.24 Min Temp % 0.24 4.544 OK Page 12 of 54 Project Title' TROMBLEY RESIDENCE . Engineer: MBC Project ID:TRO1701 ..f . * Project Descr: Single Story Residence - • _ Printed: 20 MAR 20V, 6:02PM _ T i y` .ixhYrw a d u:'�:` 3 i` Lf+T 7?t IZ:a� 5 arm , r� •i i + r Yi Footing"r�, *��.e CON w '.Lta_ .'t KW -06011270 :ruYt^„ k t. t Description : FTG 1 Y' +1.20D+0.50L+0.20S+E+1.60H 0.04508. -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.20S+E+1.60H 0.04508 +X Bottom 0.24 Min Temp % 0.24. 4.544 OK' .•E r L Ile - syr .• � L ^ N. " .. ' - ' « .. � " '• - .• jr - t * 'fes ° •' ..� a 'OF t- . .7� .f [ . ;, Ff '• • �' Page 13 of 54 1„u: 4 Project Title: TROMBLEY RESIDENCE _ .. Z, _ "'"Engineer: MBC Project ID: TRO1701 * Protect Descr:Single Story Residence • Printed: 20 MAR 2017, 6:02PM alF �ZPj+x< rst �, x t*.'i-. ss r ►'� _,i~ Urk , Lic. #: KW -06011270 Licensee Whitchurch Engineering, Inc., M.060111277 •., Description : FTG 1 ` •` Footing Flexure '_r „ a lexure Axis &' Load Combinatio Mu Which re_nsion @ Bot As Req'd Gvrn. As Actual As 'hi*Mr k -ft _ Side? or Top? inA2 inA2 inA2 k -ft Status , +0.90D+W+0.90H 0.03381 -X _Bottom 0.24 Min Temp % 0.24 4.544 OK ` +0.90D+W+0.90H 0.03381 +X Bottom! 0.24 Min Temp % 0.24. 4.544 OK ` +0.90D+E+0.90H 0.03381 -X Bottom 0.24 Min Temp % " 0.24 4.544 OK +0.90D+E+0 90H 0.03381 +X. Bottom . 0.24 Min Temp % 0.24 4.544 OK Load Combination... Vu @ -X Vu @ +X Vu:Max ` Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0 psi 0 psi ' 0 psi 75 psi 0. OK +1.20D+0.50Lr+1.60L+1.60H 0 psi `- 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi ' 0 psi 75 psi 0 OK. +1.20D+1.60Lr+0.50L+1.60H . •O psi 0 psi 0`psi ', 75 psi 0 OK +1:20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK - +1:20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 75 psi • .0., OK , " +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 75 psi 0', , OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi , " 0 psi 0 psi 75 psi 0 OK . +1.20D+0.50L+0.50S+W+1.60H ' 0 psi ' 0 psi ° 0 psi 75 psi 0' OK +1.20D+0.50L+0.20S+E+1.60H 0 psi' 0 psi 0 psi 75 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi t 0 psi 75 psi. 0` OK, . +0.90D+E+0.90H 0 psi' ` 0 psi O.psi 75 psi 01 OK :• _� ''' k ' ., H JL4 - . I' a•, • 41 44 • - • .; �� • '� ' �, - ' a • �: ' Page 14 of 54 `° • '� - i � ':i�'.:�,tir;�l f��r:�.�,`.�:rf'r.;!a�ni,<•y�'-krr1C.: R jProject Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:04PM Wall Footing�z��.. KW-06011270KW-06011270 Description : FTG 2 Cotle?References} Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 ` ' General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf ' Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 - Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when base footing is below = ft Min. Overturning Safety Factor = . 1.0: 1 ;, Increases based on footing Width Min. Sliding Safety Factor = 1.020: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.0 ksf Dimensionsd,,,• • �. - � •a , �Remforcng;: Footing Width = 1.50 ft Footing Thickness = 10.0 in Bars along X -X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = •10.00 Wall center offset at Bottom of footing 3.50 in Reinforcing Bar Size = ' # 4 ' from center of footing = 0 in 6° 9• 4: 'ars'@:1A: in o.' . t + " X- -echo okingt' +Z SApp iel,el d .. . D Lr L S W E H P: Column Load = 0.4230 0.270 k OB: Overburden - ksf V -X = k . M -ZZ = k -ft U Vx applied = in above top of footing ' Y Page 15 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:04PM G Wall Footing j Description : FTG 2 DESIGN --SUMMARY - • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5828 Soil Bearing 0.5828 ksf Which tension @ Bot As Req'd Side ? or Top 7 inA2 1.0 ksf Actual As inA2 +D+Lr+H PASS 0.02122 Z Flexure (+X) 0.09643 k -ft 0.0705 4.544 k -ft +1.20D+1.60Lr+0.50L+ PASS 0.009972 Z Flexure (-X) 0.04532 k -ft 0.24 4.544 k -ft +0.90D+E+0.90H PASS n/a 1 -way Shear (+X) 0.0 psi +X 75.0 psi 0.24 n/a PASS 0.0 1 -way Shear (-X) 0.0 psi OK 0.0 psi 0.07168 n/a Detailed Results 0.24 Min Temp % 0.24 4.544 OK Soil Bearing 0.07168 +X Bottom 0.24 Min Temp % Rotation Axis & 4.544 OK Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+L+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+Lr+H 1.0 ksf 0.0 in 0.5828 ksf 0.5828 ksf 0.583 +D+S+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+0.750Lr+0.750L+H 1.0 ksf 0.0 in 0.5378 ksf 0.5378 ksf 0.538 +D+0.750L+0.750S+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+0.60W+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+0.70E+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+0.750Lr+0.750L+0.450W+H 1.0 ksf 0.0 in 0.5378 ksf 0.5378 ksf 0.538 +D+0.750L+0.750S+0.450W+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +D+0.750L+0.750S+0.5250E+H 1.0 ksf 0.0 in 0.4028 ksf 0.4028 ksf 0.403 +0.60D+0.60W+0.60H 1.0 ksf 0.0 in 0.2417 ksf 0.2417 ksf 0.242 +0.60D+0 70E+0.60H 1.0 ksf 0.0 in 0.2417 ksf 0.2417 ksf 0.242 i Overturrrfng Stability 0.24 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.07168 Units : k -ft Rotation Axis & Bottom 0.24 Min Temp % 0.24 4.544 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Bottom 0.24 Min Temp % 0.24 4.544 _Sliding Stability +1.20D+0.50L+0.50S+W+1.60H0.06043 -X Bottom 0.24 Min Temp % Force Application Axis 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.06043 +X Bottom Load Combination... Sliding Force 0.24 Resisting Force Sliding SafetyRatio Status Footina Has NO Slidina lexure Axis & Load Combinatio Mu k -ft Which tension @ Bot As Req'd Side ? or Top 7 inA2 Gvrn. As inA2 Actual As inA2 2hi*Mr k -ft Status +1.40D+1.60H 0.0705 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.40D+1.60H 0.0705 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+1.60L+1.60H 0.07168 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+1.60L+1.60H 0.07168 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60L+0.50S+1.60H 0.06043 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60L+0.50S+1.60H 0.06043 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60Lr+0.50L+1.60H 0.09643 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60Lr+0.50L+1.60H 0.09643 +X Bottom 0.24 Min Temp % 0.24 4.544 OK , +1.20D+1.60Lr+0.50W+1.60H 0.09643 -X Bottom 0.24 Min Temp % 0.24 4.544 OK , +1.20D+1.60Lr+0.50W+1.60H 0.09643 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+1.60S+1.60H 0.06043 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+1.60S+1.60H 0.06043 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60S+0.50W+1.60H 0.06043 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+1.60S+0.50W+1.60H 0.06043 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.07168 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50Lr+0.50L+W+1.60F0.07168 +X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.06043 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.50S+W+1.60H0.06043 +X Bottom 0.24 Min Temp % 0.24 4.544 OK Page 16 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Page 17 of 54 Printed: 20 MAR 2017, 6:04PM ii �V11all F;tngx 0'o T -1- �—` f s �.7r Lic. #: KW -06011270 Licensee Whitchurch Engineering, Inc., KW -06011270 Description : FTG 2 +1.20D+0.50L+0.20S+E+1.60H 0.06043 -X Bottom 0.24 Min Temp % 0.24 4.544 OK +1.20D+0.50L+0.20S+E+1.60H 0.06043 +X Bottom 0.24 Min Temp % 0.24 4.544 OK Page 17 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID: TRO1701 Project Descr: Single Story Residence r• Printed: 20 MAR 2017, 6:04PM .sn .'tea, -- � 'Wall Footlnz}� T „��"'��.r •. -... �.,.�, a..: � .. ..0 �7+'Mg�?.�:'•iLS41 -r•�.4 7!.li1�F�'F •s�..` L.I�'?wl-P.L!2.§YC •..V,1ri1$��t+a.'! 3«F� �• �G•y'1ir. Lic. #: KW -06011270 Licensee Whitchurch Engineering, Inc., KW -06011270 Description : FTG 2 .-,�Fopting6Flexure"� .. -.; .. lexure Axis & Load Combinatio Mu Which tension @ Bot As Req'd Gvrn. As Actual As _ 'hi*Mr •,+ '`: k -ft Side ? or Top ? in^2 in^2 in^2 k -ft Status , +0.90D+W+0.90H 0.04532 =X `'Bottom 0.24 Min Temp % 0.24 4.544 OK , +0.90D+W+0.90H 0.04532 +X Bottom 1. 0.24 Min Temp % 0.24 4.544 OK +0.90D+E+0.90H 0.04532 -X .. Bottom 0.24 Min Temp % 0.24 4.544 OK 'r.07eW'Iay_Shear; +0 90D+E+0.90H 0.04532 +X Bottom _ 0.24 Min Temp % 0.24 4.544 OK Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status. ' +1.40D+1.60H 0 psi 0 psi 0 `psi 75 psi 0 ' OK ' ' • ' +1.20D+0.50Lr+1.60L+1.60H psi 0 psi 0 • psi 75 psi 0 OK +1.20D+1.60L+0.50S+1.60H .0 ' 0 psi 0 psi • 0 psi 75 psi ., 0 OK... +1.20D+1.60Lr+0.50L+1.60H 0 psi .` -0 psi 0 psi 75 psi 0 OK' +1.20D+1.60Lr+0.50W+1.60H 0 psi x 0 psi 0 psi 75 psi " 0 ' OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi . '0 psi, 75 psi,, •. 0 ' OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 'A psi _ 75 psi r 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi ',0 psi. 75 psi '_ 0 . OK +1.20D+0.50L+0.50S+W+1.60H 0 psi -0 psi '0:psi 75 psi 0 OK ' +1.20D+0.50L+0.20S+E+1.60H 0 psi 0 psi . 0 ,psi 75 psi ,- 0" • OK ' +0.90D+W+0.90H 0 psi " 0 psi 0 psi 75 psi 0 U ' OK +0.90D+E+0.90H , 0 psi 0 psi, 0 psi 75 psi 0 OK .. .- • : :.y ,. '• S. 1 • � .. r I 1, m • (} .. ,• , •' . 1Y? M t ' � • II a t. + -. J �. f ,y � _ .' ', �! • / T - ' a ,, ,1 ' r i '/ !• • ' . �F 'N a., - I .. s t � , tai ,t � �r -' Pagel 8 of 54 Project Title: TROMBLEY RESIDENCE 'Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 20 MAR 2017. 5:59PM Description : FTG 3 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 px : parallel to X -X Axis = Load Combinations Used pz : parallel to Z -Z Axis _ 12.0 in Height Gen Te —r s Rebar Centerline to Edge of Concrete... at Bottom of footing = Material Properties - Soil Design Values fc : Concrete 28 day strength = 2.50 ksi AllSoil Bead = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings - Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor =• 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure Yes = ft Use Pedestal wt for stability, mom & shear Yes Pi•!Dimens ons- � �� ,' Width parallel to X -X Axis = 2.75 ft Length parallel to Z -Z Axis = 2.75 ft Z Footing Thickness _ -12 in Pedestal dimensions... px : parallel to X -X Axis = 12.0 in pz : parallel to Z -Z Axis _ 12.0 in Height 12.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.50 in "'Reihforkcing. t Bars parallel to X -X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars ' = 4 Reinforcing Bar Size = # 4 F. • a: swear ...:: : y.e4Ben:::.:::.::..:: .. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a .... .. # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L S. W E H P : Column Load OB : Overburden M-xx M-zz V -x V -z 2.830 2.90 k ksf k -ft k -ft k k Page 19 of 54 Project Title: TROMBLEY RESIDENCE Engineer:. MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 5:59PM General Footing Y� - J, ti . Description : FTG 3 k DES1GN' S JMMAW 17 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5384 Soil Bearing 0.5384 ksf 1.0 ksf D Only about Z -Z axis FAIL 0.0 Overturning - X -X 0.0 k -ft 0.0 k -ft 0.0 FAIL 0.0 Overturning - Z -Z 0.0 k -ft 0.0 k -ft 0.0 FAIL 0.0 Sliding - X -X 0.0 k 0.0 k 0.0 FAIL 0.0 Sliding - Z -Z 0.0 k 0.0 k 0.0 FAIL 0.0 Uplift 0.0 k 0.0 k 0.0 PASS 0.0 Z Flexure (+X) 0.0 k -ft 0.0 k -ft 0.0 PASS 0.0 Z Flexure (-X) 0.0 k -ft 0.0 k -ft 0.0 PASS 0.0 X Flexure (+Z) 0.0 k -ft 0.0 k -ft 0.0 PASS 0.0 X Flexure (-Z) 0.0 k -ft 0.0 k -ft 0.0 PASS 0.0 1 -way Shear (+X) 0.0 psi 0.0 psi 0.0 PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi 0.0 PASS 0.0 1 -way Shear (+Z) 0.0 psi 0.0 psi 0.0 PASS 0.0 1 -way Shear (-Z) 0.0 psi 0.0 psi 0.0 PASS 0.0 2 -way Punching 0.0 psi 0.0 psi 0.0 Page 20 of 54 f ,fix. f' r Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 20 MAR 2017. 5:51 PM Description : FTG 4 Coale; Refer.'ences r ,. 4 ` Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 ,Load Combinations Used : ASCE 7-10 Generallnfo,rmabon Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,880.95 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf. Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear .No Width parallel to X -X Axis = 2.0 ft Length parallel to Z -Z Axis = 2.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Bars parallel to X -X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z -Z Axis Number of Bars = Reinforcing Bar Size = in in in 3.0 in Wq 3' # 4 .. ... ... ... ... ... 3.0 # 4 .. .. Bandwidth Distribution Check (ACI 15.4.4.2) ti '".""" "'" " .Direction Requiring Closer Separatio n/a # Bars required within zone n/a # Bars required on each side of zone n/a , D Lr L S W E H P: Column Load = OB : Overburden M-xx = M-zz _ V -x = V -z = 1.420 1.450 k ksf k -ft k -ft k k Page 21 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 5:51 PM Description : FTG 4 DESIGN�SUIVIMARY.Ell- Min. Ratio Item Applied Capacity . • Governing Load Combination PASS 0.8625 Soil Bearing 0.8625 ksf 1.0 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06377 Z Flexure (+X) 0.5030 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.06377 Z Flexure (-X) 0.5030 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS „ 0.06377 X Flexure (+Z) 0.5030 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.06377 X Flexure (-Z) 0.5030 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02898 1 -way Shear (+X) 2.173 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.03312 1 -way Shear (-X) 2.484 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.02898 1 -way Shear (+Z) 2.173 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.03312 1 -way Shear (-Z) 2.484 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.07167 2 -way Punching 10.750 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H Page 22 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO 1701 Project Descr: Single Story Residence I Beam on Elastic Foundation Description: GRADE BM 1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Vlaterial Properties fc 1/2 = 3.0 ksi Phi Values Flexure : 0.90 r= fc 7.50 = 410.792 psi Shear: 0.750 yJ Density = 145.0 pcf p t = 0.850 a, Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load CombinatiASCE 7-10 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. W( -220E P.B%32) W(2.09) E(3.81) =A' Printed: 20 MAR 2017. 6:37PM D(4.16) Lr(4.32) W(-2.09) E(W(P.09) E(3.8) Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 18.0 in Span #1 Reinforcing.... 244 at 3.50 in from Bottom, from 0.0 to 34.170 ft in this spai 244 at 2.50 in from Top, from 0.0 to 34.170 ft in this sp Applied LOadS Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : W = -2.090, E = -3.810 k @ 0.630 ft Point Load : D = 4.160, Lr = 4.320, W = 2.090, E = 3.810 k @ 4.880 ft Point Load : D = 4.160, Lr = 4.320, W = -2.090, E _ -3.80 k @ 27.630 ft Point Load : W = 2.090, E = 3.80 k @ 33.540 ft DESIGN SUMMARY. _� .TTT M., • iMaximum Bending Stress Ratio = 0.587: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 16.852 k -ft Max Upward L+Lr+S Deflection 0.000 in j MnPhi: Allowable Max Downward Total Deflection 28.718 k -ft 0.024 in j Load Combination +1.20D+1.60Lr+0.50W+1.60 Max Upward Total Deflection -0.017 in Location of maximum on span 4.824 ft j Span # where maximum occurs Span # 1 i Maximum Soil Pressure = 0.856 ksf at 34.17 ft LdComb: E Only i Allowable Soil Pressure = 1,000.0 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in ____-.___----__-____-- ___-s-s-e__---___.---_____.__-_-__- Maximum Forces.& Stresses for Load Combinatil Load Combination Location (ft) ;end Segment Length Span # in Span Mu: Max MAXimum Bending Envelope Span # 1 1 4.824 16.85 +1.40D+1.60H Phi-Mnx Stress Ratio 28.72 0.59 Page 23 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID: TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:37PM tBea111:'_O11.Elaali Foundation Description: GRADE BM 1 Load Combination Location (ft) Sending Stress Results ( k -ft Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 27.736 8.04 28.72 0.28 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 27.738 9.87 28.72 0.34 +1.20D+1.60L+0.50S+1.60H Span # 1 1 27.738 6.89 28.72 0.24 +1.200+1.60Lr+0.50L+1.60H Span # 1 1 27.738 16.43 28.72 0.57 + 1.20 D+ 1.60 L r+0.50 W+ 1.6 0 H Span # 1 1 4.824 16.85 28.72 0.59 +1.20D+0.50L+ 1.60S+1.60H Span # 1 1 27.738 6.89 28.72 0.24 +1.20D+1.60S+0.50W+1.60H Span # 1 1 4.824 8.71 28.72 0.30 +1.20D+0.50 Lr+0.50L+W +1.60H Span # 1 1 4.824 14.08 28.72 0.49 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 4.824 11.54 28.72 0.40 +1.20 D+0.50L+0.20S+E+1.60H Span # 1 1 4.824 16.20 28.72 0.56 +0.90D+W+0.90H Span # 1 1 4.824 10.07 28.72 0.35 +0.90D+E+0.90H Span # 1 1 4.824 14.73 28.72 0.51 0veralI 6074,-ina�D:eflecttons lJ,nfactore , :di l Load Combination Span Max. "" DO Location in Span Load Combination Max. °+° Defl Location in Span Span 1 1 0.0238 34.170 0.0000 0.000 D"etailedShear,lnformatto.n,�, �j��, �.,, ,,�<, Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1. 1 0.00 15.50 0.30 0.30 0.00 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 0.40 15.50 0.78 0.78 0.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 0.80 15.50 3.69 3.69 0.59 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 1.21 15.50 3.67 3.67 2.04 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 1.61 15.50 3.69 3.69 3.49 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 2.01 15.50 3.73 3.73 4.95 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 2.41 15.50 3.88 3.88 4.85 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 2,81 15.50 4.34 4.34 6.38 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 3.22 15.50 4.80 4.80 8.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 3.62 15.50 5.27 5.27 10.00 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.02 15.50 5.75 5.75 12.09 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.42 15.50 6.22 6.22 14.38 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.82 15.50 6.69 6.69 16.85 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 5.23 15.50 -5.80 5.80 15.03 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 5.63 15.50 -5.35 5.35 12.68 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.03 15.50 -4.91 4.91 10.50 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.43 15.50 -4.49 4.49 8.50 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.83 15.50 -4.09 4.09 6.67 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.24 15.50 -3.70 3.70 5.00 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.64 15.50 -3.34 3.34 3.48 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 8.04 15.50 -2.99 2.99 2.12 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 8,44 15.50 -2.67 2.67 0.89 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 8.84 15.50 -2.37 2.37 0.21 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 9.25 15.50 -2.09 2.09 1.19 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 9.65 15.50 -1.83 1.83 2.06 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 10.05 15.50 -1.60 1.60 2.82 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 10.45 15.50 -1.38 1.38 3.49 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 10.85 15.50 -1.19 1.19 4.08 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 11.26 15.50 -1.01 1.01 4.58 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 11.66 15.50 -0.85 0.85 5.01 1.00 23.28 Vu < PhiVc/2 Not ReqdOg Page 0 W of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 20 MAR 2017. 6:37PM Beam.on Elastic Foundation.,, Description : GRADE BM 1 ;Detailed SFi;earInfo�mationy; +0.90D+E+0.90H 1 33.37 15.50 3.20 3.20 0.30 1.00 23.28 Vu < PhiVc/2 Not Reqd 9,90rage M of 54 Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+0.50L+0.20S+E+ 1 12.06 15.50 -0.73 0.73 0.69 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 12.46 15.50 -0.63 0.63 1.01 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 12.86 15.50 -0.53 0.53 1.29 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 13.27 15.50 -0.45 0.45 1.53 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 13.67 15.50 -0.38 0.38 1.74 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 14.07 15.50 -0.31 0.31 1.91 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 14.47 15.50 -0.26 0.26 2.07 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 14.87 15.50 -0.21 0.21 2.19 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 15.28 15.50 -0.17 0.17 2.30 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.68 15.50 -0.14 0.14 1.68 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.08 15.50 0.16 0.16 6.84 0.43 22.43 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.48 15.50 0.22 0.22 6.80 0.57 22.63 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.88 15.50 0.27 0.27 6.74 0.72 22.85 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 17.29 15.50 0.33 0.33 6.66 0.88 23.10 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 17.69 15.50 0.39 0.39 6.55 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18.09 15.50 0.46 0.46 6.42 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18.49 15.50 0.53 0.53 6.27 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18.89 15.50 0.62 0.62 6.08 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.30 15.50 0.71 0.71 5.86 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.70 15.50 0.82 0.82 5.60 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.10 15.50 0.94 0.94 5.29 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.50 15.50 1.08 1.08 4.94 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.90 15.50 1.23 1.23 4.53 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 21.31 15.50 1.40 1.40 4.06 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 21.71 15.50 1.59 1.59 3.52 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 22.11 15.50 1.79 1.79 2.91 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 22.51 15.50 2.01 2.01 2.22 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 22.91 15.50 2.26 2.26 1.44 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 23.32 15.50 2.52 2.52 0.56 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 23.72 15.50 2.80 2.80 0.43 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 24.12 15.50 3.10 3.10 1.53 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+O.SOL+1. 1 24.52 15.50 3.42 3.42 2.75 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 24.92 15.50 3.76 3.76 4.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 25.33 15.50 4.12 4.12 5.58 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 25.73 15.50 4.49 4.49 7.21 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 26.13 15.50 4.88 4.88 8.99 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 26.53 15.50 5.28 5.28 10.93 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 26.93 15.50 5.69 5.69 13.02 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 27.34 15.50 6.11 6.11 15.28 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 27.74 15.50 -5.37 5.37 16.43 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 28.14 15.50 -4.94 4.94 14.24 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 28.54 15.50 -4.52 4.52 12.23 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 28.94 15.50 -4.10 4.10 10.39 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 29.35 15.50 -3.70 3.70 8.71 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 29.75 15.50 -3.30 3.30 7.20 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 30.15 15.50 -2.91 2.91 5.85 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 30.55 15.50 -2.53 2.53 4.65 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 30.95 15.50 -2.17 2.17 3.61 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 31.36 15.50 -1.82 1.82 2.71 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 31.76 15.50 1.75 1.75 3.82 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 32.16 15.50 2.07 2.07 3.15 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 32.56 15.50 2.42 2.42 2.34 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 32.96 15.50 2.79 2.79 1.40 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 33.37 15.50 3.20 3.20 0.30 1.00 23.28 Vu < PhiVc/2 Not Reqd 9,90rage M of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 20 MAR 2017. 6:37PM Description : GRADE BM 1 ..}Detaile'd,�S�h,�ear�Inforrnation ' a�F Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) Comment (k) Req'd Suggest +1.20D+0.50L+0.20S+Ei 1 33.77 15.50 -0.18 0.18 0.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 26 of 54 Description : GRADE BM2 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 fc = 3.0 ksi fr = fc2 7.50 = 410.792 psi y! Density = 145.0 pcf X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.Oksi Soil Subgrade Modulus = Load CombinatiASCE 7-10 Project Title: TROMBLEY RESIDENCE ,Engineer: MBC Project ID:TRO1701 Protect Descr: Single Story Residence Phi Values Flexure : 0.90 ,Shear: 0.750 R 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, W(-1.49) E((20P)Lr(2.2) W(1.49) E(2.06) 18" w x 18" h Span=24.840 ft Printed: 20 MAR 2017, 6:56PM D(2.07) Lr(2.2) W(-1.49) EW(OW) E(2.05) CrossSection�&„Reinforcing�Details ''.._.��T . .Rectangular Section, Width = 18.0 in, Height = 18.0 in Span #1 Reinforcing.... 244 at 3.50 in from Bottom, from 0.0 to 24.840 ft in this spat 244 at 2.50 in from Top, from 0.0 to 24.840 ft in this sp ApplService loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : W = -1.490, E _ -2.060 k @ 0.420 ft Point Load : D = 2.070, Lr = 2.20, W = 1.490, E = 2.060 k @ 4.320 ft Point Load : D = 2.070, Lr = 2.20, W = -1.490, E _ -2.050 k @ 20.320 ft Point Load : W = 1.490, E = 2.050 k @ 24.420 ft Maximum Bending Stress Ratio = 0.282: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 8.093 k -ft Max Upward L+Lr+S Deflection 0.000 in MnPhi: Allowable 28.718 k -ft Max Downward Total Deflection 0.016 in Load Combination +1.20D+0.50L+0.20S+E+1.6 Max Upward Total Deflection -0.001 in Location of maximum on span 4.384 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 0.561 ksf at 24.84 ft LdComb: +D+0.750Lr+0.750L+0.4 . Allowable Soil Pressure = 1,000.0 ksf OK Shea Stirru'p�Requirements. Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs =Not Reqd, use stirrups spaced at 0.000 in Maximurcesa&s StressesforLoadtCombtnati Load Combination Sending Stress Results ( k -ft Segment Length Span # Location in Span Mu : Max Stress Ratio p Phi'Mnx MAXimum Bending Envelope Span # 1 1 4.384 8.09 28.72 0.28 +1.40D+1.60H Page 27 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:56PM Bea m�'on;Elasti6Aoundation"La��'�'�Y�`tet .s r• ^f i ,'i, KW -06011270 Licensee : Whitchurch Engineering, Inc., KW -06011270 Description : GRADE BM 2 Load Combination Location (ft) ;ending Stress Results ( k -ft Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 20.456 2.89 28.72 0.10 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 20.456 3.58 28.72 0.12 + 1.20 D+ 1.60 L+0.50 S+ 1.60 H Span # 1 1 20.456 2.48 28.72 0.09 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 20.456 5.99 28.72 0.21 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 4.384 7.96 28.72 0.28 +1.20 D+0.50 L+1.60S+1.60H Span # 1 1 20.456 2.48 28.72 0.09 +1.20D+1.60S+0.50W+1.60H Span # 1 1 4.384 4.49 28.72 0.16 + 1.20 D+0.50 L r+0.50 L+ W+ 1.60 H Span # 1 1 4.384 7.62 28.72 0.27 +1.20 D+0.50L+0.50S+W+1.60H Span # 1 1 4.384 6.53 28.72 0.23 +1.20 D+0.50L+0.20S+E+1.60H Span # 1 1 4.384 8.09 28.72 0.28 +0.90D+W+0.90H Span # 1 1 4.384 5.92 28.72 0.21 +0.90D+E+0.90H Span # 1 1 4.384 7.48 28.72 0.26 Overall'Maxmum'Deflectio= U;mfactored:l Load Combination Span Max. '=" DO Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0156 24.840 0.0000 0.000 Detailed SFiea� lnfbr:'matlon1w� w+.{}. Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) Comment (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1. 1 0.00 15.50 0.15 0.15 0.00 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 0.29 15.50 0.34 0.34 0.03 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 0.58 15.50 2.06 2.06 0.32 1.00 23.28. Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 0.88 15.50 2.05 2.05 0.91 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 1,17 15.50 2.05 2.05 1.49 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 1.46 15.50 2.06 2.06 2.08 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 1.75 15.50 2.07 2.07 2.67 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 2.05 15.50 2.09 2.09 3.26 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 2.34 15.50 2.19 2.19 2.94 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 2.63 15.50 2.36 2.36 3.56 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 2.92 15.50 2.54 2.54 4.24 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 3.21 15.50 2.71 2.71 4.97 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 3.51 15.50 2.89 2.89 5.75 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 3.80 15.50 3.07 3.07 6.58 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.09 15.50 3.24 3.24 7.46 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.38 15.50 -3.34 3.34 7.96 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.68 15.50 -3.16 3.16 6.98 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 4.97 15.50 -3.00 3.00 6.04 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 5.26 15.50 -2.83 2.83 5.15 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 5.55 15.50 -2.67 2.67 4.31 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 5.84 15.50 -2.51 2.51 3.51 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.14 15.50 -2.36 2.36 2.77 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.43 15.50 -2.21 2.21 2.06 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 6.72 15.50 -2.06 2.06 1.40 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.01 15.50 -1.92 1.92 0.79 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.31 15.50 -1.79 1.79 0.21 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.60 15.50 -1.66 1.66 0.33 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 7.89 15.50 -1.53 1.53 0.82 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 8.18 15.50 -1.41 1.41 1:29 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 8.47 15.50 -1.30 1.30 1.71 1.00 23.28 Vu < PhiVc/2 Not Reqd0 Page 2u of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO 1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:56PM Lic. # : KW -06011270 Licensee : Whitchurch Engineering, Inc., KW -06011270 Description Defyle Sheaglnformation,v '� +0.90D+E+0.90H 1 24.26 15.50 1.85 1.85 0.24 1.00 23.28 Vu < PhiVc/2 Not Reqd WagYO e 29 Of 54 Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50W+1 1 8,77 15.50 -1.19 1.19 2.11 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 9.06 15.50 -1.08 1.08 2.47 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 9.35 15.50 -0.98 0.98 2.80 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50W+1 1 9.64 15.50 -0.88 0.88 3.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+0.50L+0.20S+E+ 1 9.94 15.50 -0.82 0.82 0.16 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 10.23 15.50 -0.78 0.78 0.42 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 10.52 15.50 -0.73 0.73 0.66 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E-1 1 10.81 15.50 -0.69 0.69 0.89 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E+ 1 11.10 15.50 -0.65 0.65 1.10 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 11.40 15.50 -0.61 0.61 1.31 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ea 1 11.69 15.50 -0.58 0.58 1.50 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+Ei 1 11.98 15.50 -0.54 0.54 1.68 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.27 15.50 -0.52 0.52 1.38 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.57 15.50 -0.49 0.49 1.54 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.86 15.50 -0.47 0.47 1.70 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.15 15.50 -0.45 0.45 1.85 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.44 15.50 -0.44 0.44 2.00 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 13.74 15.50 0.49 0.49 4.32 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 14.03 15.50 0.58 0.58 4.19 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 14.32 15.50 0.67 0.67 4.03 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 14.61 15.50 0.75 0.75 3.85 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 14.90 15.50 0.85 0.85 3.65 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 15.20 15.50 0.94 0.94 3.41 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 15.49 15.50 1.04 1.04 3.15 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 15.78 15.50 1.15 1.15 2.86 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.07 15.50 1.25 1.25 2.54 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.37 15.50 1.37 1.37 2.19 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.66 15.50 1.48 1.48 1.80 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 16.95 15.50 1.60 1.60 1.38 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0,50L+1. 1 17.24 15.50 1.73 1.73 0.93 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 17.53 15.50 1.86 1.86 0.44 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 17.83 15.50 2.00 2.00 0.09 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18.12 15.50 2.14 2.14 0.66 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18.41 15.50 2.28 2.28 1.27 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 18,70 15.50 2.43 2.43 1.93 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.00 15.50 2.59 2.59 2.62 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.29 15.50 2.75 2.75 3.36 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.58 15.50 2.91 2.91 4.15 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 19.87 15.50 3.08 3.08 4.99 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.16 15.50 3.25 3.25 5.88 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.46 15.50 -2.58 2.58 5.99 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 20.75 15.50 -2.41 2.41 5.22 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 21.04 15.50 -2.23 2.23 4.51 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 21.33 15.50 -2.05 2.05 3.84 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 21.63 15.50 -1.87 1.87 3.23 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+1.60Lr+0.50L+1. 1 21,92 15.50 -1.69 1.69 2.67 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 22,21 15.50 -1.51 1.51 2.16 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L+1. 1 22.50 15.50 -1.32 1.32 1.71 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 22.79 15.50 1.15 1.15 2.23 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 23.09 15.50 1.27 1.27 1.91 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 23.38 15.50 1.40 1.40 1.55 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 23.67 15.50 1.54 1.54 1.16 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 23.96 15.50 1.69 1.69 0.72 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 24.26 15.50 1.85 1.85 0.24 1.00 23.28 Vu < PhiVc/2 Not Reqd WagYO e 29 Of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 20 MAR 2017, 6:56PM Description : GRADE BM 2 i07Shear lnf6, a_ q h Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50W+1 1 24.55 15.50 -0.06 0.06 0.03 1.00 23.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 30 of 54 r Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TR01701 Project Descr: Single Story Residence Printed: 14 MAR 2017.10:51 PM Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category SCE 7-10, Page 2, Table 1.5-1 I, III, and IV Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 (Grddgd Ss,8i;S values ASCE;? 1,OaStand'ard_ ,. ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping Latitude = 39.722 deg North SS = 0.6215 g, 0.2 sec response Longitude 121.653 deg West S1 = 0.2657 g, 1.0 sec response - �'Sitea,Class, Site C,oeff and D slgn;Cate Site Classificatio4D" : Shear Wave Velocity 600 to 1,200 ft/sec = D 4SCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.30 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table val Fv = 1.87 System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: Maximum Considered Earthquake Accelerat SMS = Fa' Ss = 0.810 ASCE 7-10 Eq. 11.4-1 Limit = 65 SM1 = Fv' S1 = 0.496 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration SDS= SMS * 2/3 = 0.540 ASCE 7-10 Eq. 11.4-3 S D1 = SMI ' 2/3 = 0.331 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D : 7-10, Table 11.6-1 & -2 ;Resisting S.ystemr�'4 ; to ; "'', ASCE 7-10 Table J2.2-1 Basic Seismic Force Resisting System 13 aring Wall Systems Light -framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " I = 6.50 Building height Limits System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd ' = 4.00 Category "C" Limit: "D" No Limit Category Limit: Limit = 65 NOTE! See ASCE 7-10 for all applicable footnc Category "E" Limit: Limit = 65 Category "F" Limit:. Limit = 65 Lateral$F&_r ProCedUfe, ` ; - *r e ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8 „.,Deter,,mtne,,BuHAINPeriod' b R J . t*... 4 Use ASCE 12.8-7 Structure Type for Building Period Calcul<AII Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 10.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct' (hn ^ x) = 0.112 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method self= 0.112 sec S�„CSe Response Goefficien, ASCE 7-10 Section 12.8.1.1 SDS: Short Period Design Spectral Response = 0.540 From Eq. 12.8-2, Preliminary Cs = 0.083 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 10.453 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.024 User has selected ASCE 12.8.1.3 : Regular structure, Cs :Seismic Response Coefficient = Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul = 0.0830 Page 31 of 54 ' t Project Title:, TROMBLEY RESIDENCE a_ Engineer: MBC Project ID:TRO1701 4 •<,�i " .Project ect Descr: Single Story Residence Printed: 14 MAR 2017, 10:51 PM i4SCE'Seismic'zBase SFear,; ...:RTT �fi "� w.m», ♦:°•r Vii. N ra,.s"e+r'•sr. s. r 3• KW -06011270 - _ Licensee Whitchurch Engintering, Inc., KW -060111277 y. r. Seismic Base:Shear:,'r� ASCE 7-10 Section 12.8.1 } 4 Cs = 0.0830 from 12.8.1.1 W (see Sum Wi below) = 132.00 k a Seismic Base Shear V = Cs * W = 10.96 k r _ NVertica FDlstbut"�ton ofSe� ,i c Forces; y ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta = ' Table of building Weights by Floor Level... : r Level # Wi: Weight Hi : Height (Wi * Hi -k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment, 1 132.00 10.00 1,320.00 1.0000 10.96 10.96 0.001, ; ,. Sum Wi = 132.00 k Sum Wi * Hi = 1,320.00 k -ft Total Base Shear = {10.96 k t� Base Moment = 109.6 k -ft Diaph ar grn'Forces°SeismclDesr,'gn,Cate'goryI3'to_F!' , ;; : ASCE 7-10 12.10.1.1 Level # ,, Wi R Sum Fi Sum Wi Fpx : Calcd FpxMin Fpx : Maz Fpx - Dsgn. Force t 11 { 132.00 10.96 10.96 132.00 10.96 14.25 28.50 14.25 14.25 Wpx ... y :..:.:...:. Weight at level of diaphragm and other structure elements attached to it. Fi,. . Design Lateral Force applied at the level. - Sum Fi-.".:.:............. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . 0.20 * S Ds *:I:* Wpx ; MAX Req'd Force @ Level ... 0.40 * SpS * 1 * Wpx ,V e Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level o �- , rtri ` �rj7 , it i • , .. � _' } + „r ... - _- ;7 . ., 4. ._ •t ` t' _ � ` n r... _ /« a .r- #r Page 32 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 15 MAR 2017, 6:27PM ;ASCE-7 10; Wmd Forces; Chapter X27, Part I , : - Description : Wind Analysis Buildina Story Data hi Story Ht ER:X ER:X Basic Values Risk Category 2 per ASCE 7-10 Table 1.5 Horizontal Dim. in North-South Direction (B 76.0 ft V: Basic Wind Speed 110.0 Horizontal Dim. in East-West Direction (B o 82.0 ft Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h : Mean Roof height 16.30 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 North : Exposure C East : Exposure C North: K1 = K2 = K3 = Kzt = 1.000 South : Exposure C West: Exposure C South: K1 = K2 = K3 = Kzt = 1.000 East: K1 = K2 = K3 = Kzt = 1.000 Building Period & Flexibility Categoi West: K1 = K2 = K3 = Kzt = 1.000 User has specified the building frequency is - 1 Hz, therefore considered RIGID for both North-South and East-West direc Buildina Story Data hi Story Ht ER:X ER:X Level Descriptio ft ft ft ft Roof 10.00 10.00 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Buildinq Qualifies as "Opel North Wall South Wall East Wall West Wall Roof Total Agross 827.0 ftA2 742.0 ftA2 701.0 ftA2 708.0 ftA2 3,831.0 ftA2 6,809.0 ftA2 Aopenings 0.0 ftA2 0.0 ftA2 0.0 ftA2 0.0 ftA2 0.0 ftA2 0.0 ftA2 Aopenings >= 0.8Agross ; No No No No All four Agross values must be non -zero Building does NOT qualify as "Open" North Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area= smaller of 4 sq. ft. or 1% c = 4.0 ftA2 Is Ao > 1.10 " Ac = No Aoi = Ao-total - Ac = 0.0 ftA2 Is Ao > Reference Are = No Agi = Ag -total - Ac = 5,982.0 ftA2 Is Aoi / Agi - 0.20 '• = Yes Aoi / Agi = 0.0 Building is "Enclosed" when the North wall receives positive external pressure South Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area= smaller of 4 sq. ft. or 1%( = 4.0 ftA2 Is Ao > 1.10' Ac = No Aoi = Ao-total - Ac = 0.0 ftA2 Is Ao > Reference Are = No Agi = Ag -total - Ac = 6,067.0 ftA2 Is Aoi / Agi >= 0.20 ; = Yes Aoi / Agi = 0.0 Building is "Enclosed" when the South wall receives positive external pressure East Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area= smaller of 4 sq. ft. or 1% c = 4.0 ftA2 Is Ao > 1.10' Ac = No Aoi = Ao-total - Ac = 0.0 ftA2 Is Ao > Reference Are = No Agi = Ag -total - Ac = 6,108.0 ftA2 Is Aoi / Agi >= 0.20 ' = Yes Aoi / Agi = 0.0 Building is "Enclosed" when the East wall receives positive external pressure Page 33 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 15 MAR 2017. 6:27PM Description : Wind Analysis West Elevation : Determine Enclosure Classification per ASCE Section 26.10 Pressure (psf) Reference area = smaller of 4 sq. ft. or 1 % c = 4.0 ftA2 Is Ac, > 1.10 " Ac = No Aoi = Ao-total - Ac = 0.0 ft^2 Is Ac, > Reference Are = No Agi = Ag -total - Ac = 6,101.0 ft^2 Is Aoi / Agi >= 0.20 ' = Yes Aoi / Agi = 0.0 8.00 Building is "Enclosed" when the West wall receives positive external pressure 19.29 Velocity Pressures 11.10 When the following walls experience leeward or sidewall pressures, the value of Kh shall be 16.00 North Wall = 0.8639 psf South Wall = 0.8639 psf East Wall = 0.8639psf West Wall = 0.8639 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be North Wall = 22.745psf South Wall : 22.745 psf East Wall = 22.745psf West Wall = 22.745 psf qz: Windward Wall Velocity Pressures at various heights per E North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.849 22.35 0.849 22.35 0.849 22.35 0.849 22.35 4.00 0.849 22.35 0.849 22.35 0.849 22.35 0.849 22.35 8.00 0.849 22.35 0.849 22.35 0.849 22.35 0.849 22.35 12.00 0.849 22.35 0.849 22.35 0.849 22.35 0.849 22.35 16.00 0.860 22.66 0.860 22.66 0.860 22.66 0.860 22.66 Pressure Coefficients GCpi Values when elevation receives positive externa GCpi : Internal pressure coefficient, per sec. 26.11 and Tab North South East West +/- 0.180 +/- 0.180 +/- 0.180 +/- 0.180 Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North . South East West Windward Wal 0.80 0.80 0.80 0.80 Leeward Wall -0.50 -0.50 -0.50 -0.50 Side Walls -0.70 -0.70 -0.70 -0.70 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressurt -13.761 psf -5.573 psf Side Wall Pressures -17.628 psf -9.439 psf Windward Wall Pressure; Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 11.10 19.29 4.00 11.10 19.29 8.00 11.10 19.29 12.00 11.10 19.29 16.00 11.31 19.50 Wind Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressure -13.761 psf -5.573 psf Side Wall Pressures -17.628 psf -9.439 psf Windward Wall Pressure: Positive Internal . Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) Page 34 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Printed: 15 MAR 2017, 6:27PM ASCE 7 10 Wmd .Forces; Chapter 27, Part Description : Wind Analysis North 0.00 11.10 19.29 4.00 11.10 19.29 8.00 11.10 19.29 12.00 11.10 19.29 16.00 11.31 19.50 Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Neqative Internal Leeward Wall Pressun -13.761 psf -5.573 psf Side Wall Pressures -17.628 psf -9.439 psf Windward Wall Pressure! Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 11.10 19.29 4.00 11.10 19.29 8.00 11.10 19.29 12.00 11.10 19.29 16.00 11.31 19.50 Wind Pressures when WEST Elevation receives positive external wind.pressure Positive Internal Negative Internal Leeward Wall Pressun -13.761 psf -5.573 psf Side Wall Pressures -17.628 psf -9.439 psf Windward Wall Pressure: Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 11.10 19.29 4.00 11.10 19.29 8.00 11.10 19.29 12.00 11.10 19.29 16.00 11.31 19.50 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the CASE,2 Wind Shear Components gkoentricity for (ft) Load Case Windward Wall Building level Ht. Range Trib. Heighfn'.Y" Directiorin "X" Directlb(h Shear "X" ShearMt, (ft -k) CASE 1 North Level 1 15.00'-> 10.0 5.00 -10.40 --- -- -- -- CASE 1 South Level 1 15.00'-> 10.0 5.00 10.40 -- -- -- --- CASE 1 East Level 1 15.00' -> 10.0 5.00 -- -9.64 -- -- -- CASE 1 West Level 1 15.00'-> 10.0 5.00 -- 9.64 -- -- -- CASE 2 North Level 1 15.00' -> 10.0 5.00 -7.80 -- -- 12.30 - 95.9 CASE 2 South Level 1 15.00'-> 10.0 5.00 7.80 -- -- 12.30 - 95.9 CASE,2 East Level 1 . 15.00' -> 10.0 5.00 -- -7.23 11.40 --- - 82.4 CASE 2 West Level 1 15.00' -> 10.0 5.00 --- 7.23 11.40 --- - 82.4 CASE 3 North & East Level 1 15.00'-> 10.0 5.00 -7.80 -7.23 -- -- -- CASE 3 North & West Level 1 15.00' -> 10.0 5.00 -7.80 7.23 --- --- - - CASE 3 South & West Level 1 15.00' -> 10.0 5.00 7.80 7.23 --- -- -- CASE 3 South & East Level 1 15.00' -> 10.0 5.00 7.80 -7.23 -- -- -- Page 35 of 54 Project Title: TROMBLEY RESIDENCE Engineer: MBC Project ID:TRO1701 Project Descr: Single Story Residence Min per ASCE.27.4. North Level 1 15.00'-> 10.0 5.00 -6.56 --- --- --- --- Min per ASCE 27.4. Printed: 15 MAR 2017, 6:27PM ASCE 7 10 Wind.'Forces, ,Cl apter 27,'Part F ..... -- --- -- Min per ASCE 27.4. East Level 1 15.00'-> 10.0 5.00 -- -6.08 KW -06011270 Min per ASCE 27.4. West Level 1 15.00' -> 10.0 5.00 _ ... Licensee Whitchurch _ Engineering, Base Shear for Design Inc., KW -06011270 Description : Wind Analysis North +Y Values below are calculated based on a building with dimensions B x L x h as defined on the CASE 4 North & East Level 1 15.00' -> 10.0 5.00 -5.85 -5.43 11.40 12.30 • 133.8 CASE 4 North & West Level 1 15.00'-> 10.0 5.00 -5.85 5.43 11.40 12.30 • 133.8 CASE 4 South & West Level 1 15.00'-> 10.0 5.00 5.85 5.43 11.40 12.30 133.8 CASE 4 South & East Level 1 15.00'-> 10.0 5.00 5.85 -5.43 11.40 12.30 133.8 Min per ASCE.27.4. North Level 1 15.00'-> 10.0 5.00 -6.56 --- --- --- --- Min per ASCE 27.4. South Level 1 15.00'-> 10.0 5.00 6.56 -- -- --- -- Min per ASCE 27.4. East Level 1 15.00'-> 10.0 5.00 -- -6.08 -- --- -- Min per ASCE 27.4. West Level 1 15.00' -> 10.0 5.00 - 6.08 -- --- --- Base Shear for Design Wind Load Cas North +Y Values below are calculated based on a building with dimensions B x L x h as defined on the Ind Base Shear Components ( West- +X Load Case Windward Wall Leeward Wall In "Y" Direction In "X" Direction Mt, (ft -k) Case 1 North South -10.40 --- --- Case 1 South North 10.40 --- --- Case 1 East West --- -9.64 --- Case 1 West East --- 9.64 --- Case 2 North South -7.80 --- 95.9 Case 2 South North 7.80 --- F/- 95.9 Case 2 East West --- -7.23 F/- 82.4 Case 2 West East --- 7.23 1-/- 82.4 Case 3 North & East South & West -7.80 -7.23 --- Case 3 North & West South & East -7.80 7.23 --- Case 3 South & West North & East 7.80 7.23 --- Case 3 South & East North & West 7.80 -7.23 --- Case 4 North & East South & West -5.85 -5.43 /- 133.8 Case 4 North & West South & East -5.85 5.43 /- 133.8 Case 4 South & West North & East 5.85 5.43 /- 133.8 Case 4 South & East North & West 5.85 -5.43 /- 133.8 Min per ASCE 27.4.7 North South -6.56 --- --- Min per ASCE 27.4.7 South North 6.56 --- --- Min per ASCE 27.4.7 East West --- -6.08 --- Min per ASCE 27.4.7 West East --- 6.08 --- Page 36 of 54 TRIB, R❑❑E AREAS, N/S DIRECTI❑N Page 37 of 54 TRIB, ROSE AREAS E/W DIRECTION ICT Lo 4- 0 0 M N (B a Page 39 of 54 STRUT/WALL ANALYSIS (LRFD) nh= 1081 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 7.52 8 7.48 0 0 0 0 0 0 strut SffUf strut strut LEVEL R, GRID 1 Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 1405 Strut L= 23 (ft) Wall, E = 122 (plo D (plf) 144 Wall L= 15 (ft) Wall, W= 51 . (pll) W= 771 Strut, E= 79 (plf) design v= 122 (plo OL FACTOR Ifor W) 0.9 Strut, W= 34 (plo OL Factor (for E in Compression) 1.308 OL Factor (for E in Tension) 0.792 Wall Dead Load (Ibs) 1,083 1,077 0 0 0 Factored Dead Load (Ibs), W 975 969 0 0 0 Factored Dead Load (Ibs), E Tension 858 853 0 0 0 Factored Dead Load (Ibs), E Compression 1416.4 1408.9 0.0 0.0 0.0 Analysis (E) _ Wall Force (Ibs) 916 911 0 0 0 Overturning Moment (Ib-ft) 9,159 9,110 0 0 0 Resisting Moment (ft-Ibs), Tension 3,225 3,191 0 0 0 Resisting Moment (ft-Ibs), Compression 5,326 5,269 0 0 0 Net Moment (ft-Ibs), Tension 5,934 5,920 0 0 0 Net Moment (ft-Ibs), Compression 14,484 14,379 0 0 0 Applied Force (Ibs) 597 635 594 0 0 0 0 0 0 Cumulative Applied Force (lbs) 597 1,233 1,827 1,827 1,827 1,827 1,827 1,827 1,827 Cumulative Wall Force (lbs) 916 916 1,827 1,827 1,827 1,827 1,827 1,827 1,827 Strut Force (Ibs) 319 317 0 0 0 0 0 0 0 Compression Force (Ibs) 1,926 1,922 #DIV/0! #DIWO! #DIV/0! Tension Force (Ibs) 789 791 #DIV/01 #DIV/O! #DIV/01 Analysis (W) - Wall Force (lbs) 387 384 0 0 0 Overturning Moment (Ib-ft) 3,865 3,845 0 0 0 Resisting Moment (ft-Ibs) 3,664 3,626 0 0 0 Net Moment (ft-lbs) 201 219 0 0 0 Applied Force (Ibs) 252 268 251 0 0 0 0 0 0 Cumulative Applied Force (lbs) 252 520 771 771 771 771 771 771 771 Cumulative Wall Force (lbs) 387 387 771 771 771 771 771 771 771 Strut Force (Ibs) 134 134 0 0 0 0 0 0 0 Compression Force (Ibs) 1,110 1,106 #DIWO! #DIV/0! #DIWO! Tension Force (Ibs) 27 29 #DIV/0! #DIV/01 #DIVIO! Design Chord Tension Force= 789 791 #DIV/0! #DIV/0! #DIV/0! (lbs) Design Chord Compression Force= 1,926 1,922 #DIV/01 #DIV/01 #DIV/01 (Ibs) Design Panel Shea- 122 (plf) Design Strut Force = 319 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: H DU2S DS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 39 of 54 Page 40 of 54 STRUT/WALL ANALYSIS (LRFD) Qh= J 1253 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 9.54 8.96 4.2 0 0 0 0 0 0 strut strut strut strut LEVEL R, GRID 2 Wall Wall Wall Wall Wall 10.00 ROE 1,3 Eh= 1629 Strut L= 22.7 (ft) Wall, E = 154 (plf) D (plf) 126 Wall L= 13.74 (ft) Wall, W= 65 (plf) W= 894 Strut, E= 93 (plf) design v= 154 (plf) DL FACTOR (for W) 0.9 Strut, W= 39 (plf) DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (lbs) 1,202 529 0 0 0 Factored Dead Load (lbs), W 1,082 476 0 0 0 Factored Dead Load (lbs), E Tension 952 419 0 0 0 Factored Dead Load (lbs), E Compression 1572.3 692.2 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 1,470 647 0 0 0 Overturning Moment (Ib -ft) 14,703 6,473 0 0 0 Resisting Moment (ft -lbs), Tension 4,541 880 0 0 0 Resisting Moment (ft -lbs), Compression 7,500 1,454 0 0 0 Net Moment (ft -lbs), Tension 10,162 5,593 0 0 0 Net Moment (ft -lbs), Compression 22,202 7,927 0 0 0 Applied Force (lbs) 890 836 392 0 0 0 0 0 0 Cumulative Applied Force (lbs) 890 1,726 2,118 2,118 2,118 2,118 2,118 2,118 2,118 Cumulative Wall Force (lbs) 1,470 1,470 2,118 2,118 2,118 2,118 2,118 2,118 2,118 Strut Force (lbs) 580 255 0 0 0 0 0 0 0 Compression Force (lbs) 2,327 1,887 #DIV/01 #DIV/01 #DIV/0l Tension Force (lbs) 1,065 1,332 #DIV/0! #DIV/0! #DIV/0! Analysis (W) . Wall Force (lbs) 621 273 0 0 0 Overturning Moment (Ib -ft) 6,207 2,733 0 0 0 Resisting Moment (ft -lbs) 5,160 1,000 0 0 0 Net Moment (ft -lbs) 1,047 1,733 0 0 0 Applied Force (lbs) 376 353 165 0 0 0 0 0 0 Cumulative Applied Force (lbs) 376 729 894 894 894 894 894 894 894 Cumula live Wall Force (lbs) 621 621 894 894 894 894 894 894 894 Strut Force (lbs) 245 108 0 0 0 0 0 0 0 Compression Force (lbs) 1,312 942 #DIV/01 #DI001 #DIVl01 Tension Force (lbs) 110 413 #DIV/01 #DIV/0! #DIV/01 Design Chord Tension Force= 1,065 1,332 #DIV/01 #D1001 #DIV/01 (lbs) Design Chord Compression Force= 2,327 1,887 #DIV/0! #DIV/0! #DIV/0! (lbs) Design Panel Shear= 154 (plf) Design Strut Force = 580 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU2SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 40 of 54 Page 41. of 54 STRUTMALL ANALYSIS (LRFD) Qh= w; 2185 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 6 8.01 8.29 3.5 5 8.47 0 0 0 • SlfUt SlfUl strut Strut LEVEL R, GRID 3 Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 2841 Strut L= 39.27 (ft) Wall, E = 191 (plf) D (plf) 374 Wall L= 19.29 (ft) Wall, W= 81 (plf) W= 1559 Strut, E= 94 (plf) design v= 191 (plf) DL FACTOR (for W) 0.9 Strut, W= 40 (plf) DL Factor (for E in Compression) 1.308 OL Factor (for E in Tension) 0.792 Wall Dead Load (Ibs) 2,244 3,100 1,870 0 0 Factored Dead Load (lbs), W 2,020 2,790 1,683 0 0 Factored Dead Load (lbs), E Tension 1,777 2,456 1,481 0 0 Factored Dead Load (lbs), E Compression 2935.2 4055.4 2446.0 0.0 0.0 Analysis (E) Wall Force (Its) 1,149 1,587 957 0 0 Overturning Moment (Ib -ft) 11,486 15,869 9,571 0 0 Resisting Moment (ft-Ibs), Tension 5,332- 10,178 3,703 0 0 Resisting Moment (ft-Ibs), Compression 8,805 16,810 6,115 0 0 Net Moment (ft-Ibs), Tension 6,154 5,691 5,869 0 0 Net Moment (ft-Ibs), Compression 20,291 32,679 15,686 0 0 Applied Force (Ibs) 564 753 780 329 470 796 0 0 0 Cumulative Applied Force (Ibs) 564 1,317 2,097 2,426 2,896 3,693 3,693 3,693 3,693 Cumulative Wall Force (lbs) 1,149 1,149 2,736 2,736 3,693 3,693 3,693 3,693 3,693 Strut Force (Ibs) 584 169 639 309 796 0 0 0 0 Compression Force (Ibs) 3,382 3,942 3,137 #DIV/0! #DIV/0! Tension Force (Ibs) 1,026 686 1,174 #DIV/01 . #DIV/01 . Analysis (W) `' Wall Force (Ibs) 485 670 404 0 0 Overturning Moment (Ib -ft) 4,849 6,700 4,041 0 0 Resisting Moment (ft-Ibs) 6,059 11,566 4,208 0 0 Net Moment (ft-Ibs) -1,210 -4,866 -167 0 0 Applied Force (Ibs) 238 318 329 139 198 336 0 0 0 Cumulative Applied Force (Ibs) 238 556 885 1,024 1,223 1,559 1,559 1,559 1,559 Cumulative Wall Force (Ibs) 485 485 1,155 1,155 1,559 1,559 1,559 1,559 1,559 Strut Force (Ibs) 247 71 270 131 336 0 0 0 0 Compression Force (Ibs) 2,042 2,513 1,837 #DIV/O! #DIV/0! Tension Force (Ibs) -202 -587 -33 #DIV/O! #DIV/01 Design Chord Tension Force= 1,026 686 1,174 #DIV/0! #DIV/0! (lbs) Design Chord. Compression Force= 3,382 3,942 3,137 #DIV/01 _ #DIV/01 (lbs) Design Panel Shear= 191 (plo Design Strut Force = 796 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU2SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 41. of 54 STRUTMALL ANALYSIS (LRFD) Qh= 930 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 13.38 8.62 0 0 0 strut strut 0 0 0 0 strut strut LEVEL R, GRID 4 I Wall Wall Wall Wall all 10.00 ROE 1.3 Eh= 1209 Strut L= 22 (ft) Wall, E = 117 (plf) D (plf) 356 Wall L= 13.38 (ft) Wall, W= 50. (plf) W= 663 Strut, E= 71 (pff) design v= 117 (pll) OL FACTOR (far W) 0.9 Strut, W= 30 (plf) OL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (lbs) 4,763 0 0 0 0 Factored Dead Load (lbs), W 4,287 0 0 0 0 Factored Dead Load (lbs), E Tension 3,773 0 0 0 0 Factored Dead Load (lbs), E Compression_ 6230.4 0.0 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 1,572 0 0 0 0 Overturning Moment (Ib -ft) 15,717 0 0 0 0 Resisting Moment (ft -lbs), Tension 25,238 0 0 0 0 Resisting Moment (ft -lbs), Compression 41,681 0 0 0 0 Net Moment (fl -lbs), Tension -9,521 0 0 0 0 Net Moment (ft -lbs), Compression 57,398 0 0 0 0 Applied Force ;Ibs) 956 616 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 956 1,572 1,572 1,572 1,572 1,572 1,572 1,572 1,572 Cumulative Wall Force (lbs) 1,572 1,572 1,572 1,572 1,572 1,572 1,572 1,572 1,572 Strut Force (lbs) 616 0 0 0 0 0 0 0 0 Compression Force (lbs) 4,290 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Tension Force (lbs) -712 #DIV/0! #DIV/0! #DIV/0! #DIV/01 Analysis (W) Wall Force (lbs) 663 0 0 0 0 Overturning Mcment (Ib -ft) 6,630 0 0 0 0 Resisting Moment (ft -lbs) 28,680 0 0 0 0 Net Moment (114bs) -22,050 0 0 0 0 Applied Force (lbs) 403 260 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 403 663 663 663 663 663 663 663 663 Cumulative Wall Force (lbs) 663 663 663 663 663 663 663 663 663 Strut Force (lbs) 260 0 0 0 0 0 0 0 0 Compression Force (lbs) 3,115 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Tension Force (Ibs) -1,648 #DIV/01 #DIV/0! #DIV/0! #DIV/0! Design Chord Tension Force= -712 #DIV/0! #DIV/O! #DIV/01 #DIV/01 (lbs) Design Chord Compression Force= 4,290 #DIV/0! #DIV/0! #DIV/0! #DIV/0! (lbs) Design Panel Shear= 117 (plf) Design Strut Force= 616 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN: N/R FND ANCHOR N/R ENDWALL POST: 2-2X Page 42 of 54 Page 43 of 54 STRUTM/ALL ANALYSIS (LRFD) Qh= 735 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 15.08 8.46 0 0 0 0 0 0 0 Strut Strutt strut LEVEL R, GRID 5 Wall Wall 1�7 Wall Wall 10.00 ROE 1.3 Eh= 956 Strut L= 23.54 (ft) Wall, E = 82 (plf) D (plo 144 Wall L= 15.08 (ft) Wall, W= 35 (plf) W= 524 Strut, E= 53 (ptf) design v= 82 (plf) DL FACTOR (for W) 0.9 Strut, W= 22 (pff) DL Factor (for E in Compression) 1.308 DL Factor (for.E in Tension) 0.792 Wall Dead Load (lbs) 2,172 0 0 0 0 Factored Dead Load (lbs), W 1,954 0 0 0 0 Factored Dead Load (lbs), E Tension 1,720 0 0 0 0 Factored Dead Load (lbs), E Compression 2840.3 0.0 0.0 0.0 0.0 Analysis (E) Wall Force (Ibs) 1,242 0 0 0 0 Overturning Moment (Ib -ft) 12,422 0 0 0 0 Resisting Moment (ft-Ibs), Tension 12,968 0 0 0 0 Resisting Moment (ft-Ibs), Compression 21,416 0 0 0 0 Net Moment (ft-Ibs), Tension 546 0 0 0 0 Net Moment (ft4bs), Compression 33,838 0 0 0 0 Applied Force (lbs) 796 446 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 796 1,242 1,242 1,242 1,242 1,242 1,242 1,242 1,242 Cumulative Wall Force (lbs) 1,242 1,242 1,242 1,242 1,242 1,242 1,242 1,242 1,242 Strut Force (lbs) 446 0 0 0 0 0 0 0 0 Compression Force (Ibs) 2,244 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Tension Force (Ibs) -36 #DIV/01 #DIV/0! #DIV/0! #DIV/01 . Analysis (W) Wall Force (lbs) 524 0 0 0 0 Overturning Moment (Ib -ft) 5,240 0 0 0 0 Resisting Moment (ft-Ibs) 14,736 0 0 0 0 Net Moment (ft-Ibs) -9,496 0 0 0 0 Applied Force (Ibs) 336 188 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 336 524 524 524 524 524 524 524 524 Cumulative Wall Force (lbs) 524 524 524 524 524 524 524 524 524 Strut Force (Ibs) 188 0 0 0 0 0 0 0 0 Compression Force (Ibs) 1,542 #DIV/01 #DIV/01 #DIV/01 #DIV/0! Tension Force (Ibs) -630 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Design Chord Tension Force= -36 #DIV/01 #DIV/01 #DIV/01 #DIV/01 (Ibs) Design Chord Compression Force= 2,244 #DIV/0! #DIV/0! #DIV/0! #DIV/01 (Itis) Design Panel Shear= 82 (plf) Design Strut Force = 446 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: NIR FND ANCHOR N/R ENDWALL POST: 2.2X Page 43 of 54 STRUTMALL ANALYSIS (LRFD) Qh= 2989 ROE= 1.3 S -DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 4.25 22.75 5.92 0 0 0 0 0 0 Strut strut StrutStrut LEVEL R, GRID 7 Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 3866 Strut L= 32.92 (ft) Wall, E = 497 (plf) D (plf) 428 Wall L= 10.17 (ft) Wall, W= 210 (plf) W= 2132 Strut, E= 153 (pif) design v= 497 (plo DL FACTOR (for W) 0.9 Strut, W= 65 (pif) DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.797 Wall Dead Load (lbs) 1,819 2,534 0 0 0 Factored Dead Load (lbs), W 1,637 2,280 0 0 0 Factored Dead Load (lbs), E Tension 1,441 2,007 0 0 0 Factored Dead Load (lbs), E Compression 2379.3 3314.2 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 2,111 2,940 0 0 0 Overturning Moment (Ib -ft) 21,110 29,404 0 0 0 Resisting Moment (ft -lbs), Tension 3,061 5,940 0 0 0 Resisting Moment (ft -lbs), Compression 5,056 9,810 0 0 0 Net Moment (f-Ibs), Tension 18,048 23,465 0 0 0 Net Moment (ft -lbs), Compression 26,166 39,214 0 0 0 Applied Force (lbs) 652 3,491 908 0 0 0 0 0 0 Cumulative Applied Force (lbs) 652 4,143 5,051 5,051 5,051 5,051 5,051 5,051 5,051 Cumulative Wall Force (lbs) 2,111 2,111 5,051 5,051 5,051 5,051' 5,051 5,051 5,051 Strut Force (lbs) 1,459 2,032 0 0 0 0 0 0 0 Compression Force (lbs) 6,157 6,624 #DIV/01 #DIV/01 #DIV/0! Tension Force (lbs) 4,247 3,964 #DN/01 #DIV/01 #DIV/01 Analysis (W) Wall Force (lbs) 891 1,241 0 0 0 Overturning Moment (Ib -ft) 8,910 12,410 0 0 0 Resisting Moment (ft4bs) 3,479 6,750 0 0 0 Net Moment (ft -lbs) 5,431 5,661 0 0 0 Applied Force Jibs) 275 1,473 383 0 0 0 0 0 0 Cumulative Applied Force (lbs) 275 1,749 2,132 2,132 2,132 2,132 2,132 2,132 2,132 Cumulative Wall Force (lbs) 891 891 2,132 2,132 2,132 2,132 2,132 2,132 2,132 Strut Force (lbs) 616 858 0 0 0 0 0 0 0 Compression Force (lbs) 3,097 3,490 #DIV/01 #DIV/01 #DIV/01 Tension Force (lbs) 1,278 956 #DIV/01 #DIV/01 #DIV/01 Design Chord Tension Force= 4,247 3,964 #DIV/01 #DIV/01 ODIV/01 (lbs) Design Chord Compression Force= 6,157 6,624 #DIV/01 #DIV/01 #DIV/01 (lbs) Design Panel Shear= 497 (plf) Design Strut Force = 2,032 (lbs) SHEATHING SCHEDULE: C HOLD-DOWN: HDU4SDS2,5 FND ANCHOR SSTB24 ENDWALL POST: 4X6 DF NO. 1 Page 44 of 54 STRUTMALL ANALYSIS (LRFD) Qh= 752 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 3.8 6 6.2 0 0 0 0 0 0 strut strut strut strut LEVEL R, GRID 8A Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 978 Strut L= 16 (ft) Wall, E = 127 (plf) D (plf) 364 Wall L= 10 (ft) Wall, W= 54 (plf) W= 537 Strut, E= 79 (plf) design v= 127 (plf) DL FACTOR (for W) 0.9 Strut, W= 34 (plf) DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (Ibs) 1,383 2,257 0 0 0 Factored Dead Load (lbs), W 1,245 2,031 0 0 0 Factored Dead Load (lbs), E Tension 1,095 1,787 0 0 0 Factored Dead Load (lbs), E Compression 1809.2 2951.9 0.0 0.0 0.0 Analysis (E) Wall Force (Ibs) 483 788 0 0 0 Overturning Moment (Ib -ft) 4,829 7,879 0 0 0 Resisting Moment (ft-Ibs), Tension 2,081 5,541 0 0 0, Resisting Moment (ft-Ibs), Compression 3,438 9,151 0 0 0 Net Moment (ft-Ibs), Tension 2,748 2,339 0 0 0 Net Moment (ft-Ibs), Compression 8,267 17,030 0 0 0 Applied Force (lbs) 302 477 492 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 302 778 1,271 1,271 1,271 1,271 1,271 1,271 1,271 Cumulative Wall Force (Ibs) 483 483 1,271 1,271 1,271 1,271 1,271 1,271 1,271 Strut Force (Ibs) 181 295 0 0 0 0 0 0 0 Compression Force (lbs) 2,175 2,747 #DIV/0! #DIV/0! #DIV/0! Tension Force (Ibs) 723 377 #DIV/0! #DIV/01 #DIV/01 Analysis (W) Wall Force (lbs) 204 333 0 0 0 Overturning Moment (Ib -ft) 2,041 3,329 0 0 0 Resisting Moment (ft-Ibs) 2,365 6,296 0 0 0 Net Moment (ft-Ibs) -325 -2,967 0 0 0 Applied Force (lbs) 128 201 208 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 128 329 537 537 537 537 537 537 537 Cumulative Wall Force (Ibs) 204 204 537 537 537 537 537 537 537 Strut Force (Ibs) 77 125 0 0 0 0 0 0 0 Compression Force (Ibs) 1,298 1,778 #DIV/0! #DIV/01 #DIV/01 Tension Force (Ibs) -85 -479 #DIV/0l #DIV/0! #DIV/01 Design Chord Tension Force= 723 377 #DIV/0! #DIV/01 #DIV/01 (lbs)' Design Chord Compression Force= 2,175 2,747 #DIV/0! #DIV/01 #DIV/01 (lbs) Design Panel Shea - 127 (plf) Design Strut Force = 295 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: • HDU2SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 45 of 54 y STRUTIWALL ANALYSIS (LRFD) Qh= r 463 ROE= 1.3 S DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 3.22 7.23 0 0 0 0 0 0 0 strut strut strut strut LEVEL R, GRID 8B Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 602 Strut L= 10.45 (ft) Wall, E = 243 (pig D (pit) 324 Wall L= 3.22 (ft) Wall, W= 102 (plf) W= 330 Strut, E= 75 (pig design v= 243 (plf) DL FACTOR (for W) 0.9 Strut, W= 32 (pig DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (lbs) 1,043 0 0 0 0 Factored Dead Load (lbs), W 939 0 0 0 0 Factored Dead Load (lbs), E Tension 826 0 0 0 0 Factored Dead Load (lbs), E Compression 1364.6 0.0 0.0 0.0 0.0 Analysis (E) ` Wall Force (lbs) 782 0 0 0. 0 Overturning Moment (Ib-ft) 7,825 0 0 0 0 Resisting Moment (ft-lbs), Tension 1,330 0 0 0 0 Resisting Moment (ft-Ibs), Compression 2,197 0 0 0 0 Net Moment (ft4bs), Tension 6,494 0 0 0 0 Net Moment (ft4bs), Compression 10,022 0 0 0 0 Applied Force (Ibs) 241 541 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 241 782 782 782 782 782 782 782 782 Cumulative Wall Force (lbs) 782 782 782 782 782 782 782 782 782 Strut Force (lbs) 541 0 0 0 0 0 0 0 0 Compression Force (lbs) 3,112 #DIV101 #DIV/O! #DIV/01 #DIV/O! Tension Force (lbs) 2,017 #DMO! #DMO! #DIV/01 #DIV10! Analysis (W) Wall Force (lbs) 330 0 0 0 0 Overturning Moment (Ib-ft) 3,300 0 0 0 0 Resisting Moment (ft4bs) 1,512 0 0 0 0 Net Moment (ft4bs) 1,788 0 0 0 0 Applied Force (lbs) 102 228 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 102 330 330 330 330 330 330 330 330 Cumulative Wall Force (lbs) 330 330 330 330 330 330 330 330 330 Strut Force (lbs) 228 0 0 0 0 0 0 0 0 Compression Force (lbs) 1,599 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Tension Force (lbs) 555 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Design Chord Tension Force= 2,017 #DIWO! #DIV/0! #DIV/0! #DIV/0! (lbs) Design Chord Compression Force= 3,112 #DIV/0! #DIV/01 #DIV/01 #DIVl01 (lbs) Design Panel Shea- 243 (plf) Design Strut Force = 541 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU2SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2,2X Page 46 of 54 STRUT/WALL ANALYSIS (LRFD) Qh= 566 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 5.27 8.73 0 0 0 0 0 0 0 SffUf StfUf SffUt StfUl LEVEL R, GRID 9 Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 736 Strut L= 14 (ft). Wall, E = 182 (plf) D (plf) 396 Wall L= 5.27 (ft) Wall, W= 77 (plf) . W= 404 Strut, E= 68 (plf) design v= 182 (plf) DL FACTOR (for W) 0.9 Strut, W= 29 (plf) DL Factor (for E in Compression) 1.308 DL Factor (for E In Tension) 0.792 Wall Dead Load (lbs) 2,087 0 0 0 0 Factored Dead Load (lbs), W 1,878 0 0 0 0 Factored Dead Load (lbs), E Tension 1,653 0 0 0 0 Factored Dead Load (lbs), E Compression 2729.7 0.0 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 957 0 0 0 0 Overturning Moment (Ib -ft) 9,565 0 0 0 0 Resisting Moment (ft -lbs), Tension 4,355 0 0 0 0 Resisting Moment (ft -lbs), Compression 7,193 0 0 0 0 Net Moment (ft -lbs), Tension 5,210 0 0 0 0 Net Moment (ft-Ibs), Compression 16,758 0 0 0 0 Applied Force (Ibs) 360 596 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 360 957 957 957 957 957 957 957 957 Cumulative Wall Force (lbs) 957 957 957 957 957 957 957 957 957 Strut Force (Ibs) 596 0 0 0 0 0 0 0 0 Compression Force (lbs) 3,180 #DIV/0! #DIV/O! #DIV/0! #DIV/O! Tension Force ;Ibs) 989 #DIV/01 #DIV/01 #DIV/0! #DIV/01 Analysis (W) Wall Force (Ibs; 404 0 0 0 0 Overturning Moment (Ib -ft) 4,040 0 0 0 0 Resisting Moment (ft-Ibs) 4,949 0 0 0 0 Net Moment (ft -lbs) -909 0 0 0 0 Applied Force (lbs) 152 252 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 152 404 404 404 404 404 404 404 404 Cumulative Wall Force (Ibs) 404 404 404 404 404 404 404 404 404 Strut Force (Ibs) - 252 0 0 0 0 0 0 0 0 Compression Force (Ibs) 1,914 #DIV/O! #DIV/01 #DIV/O! #DIV/0! •Tension Force (lbs) -173 #DIV/01 #DIV/OI #DIV/OI #DIV/01 Design Chord Tension Force= 989 #DIV/0! #DIV/0! #DIV/01 #DIV/01 (Ibs) Design Chord Compression Force= 3,180 #DIV/01 #DIV/01 #DIV/01 #DIV/01 (lbs) Design Panel Shear= 182 (plf) Design Strut Force = 596 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU24DS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 47 of 54 STRUTMALL ANALYSIS (LRFD) Oh= 664 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 14 LEVEL R, GRID A Wall 0 0 0 0 0 0 10.00 ROE 1.3 Eh= 863 Strut L= 14 (ft) Wall, E = 80 (plf) D (plo 144 Wall L= 14 (ft) Wall, W= 45 (plf) W= 629 Strut, E= 80 (plfi design v= 80 (plo DL FACTOR (for W) 0.9 Strut, W= 45'(plo DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (Ibs) 2,016 0 0 0 0 Factored Dead Load (Ibs), W 1,814 0 0 0 0 Factored Dead Load (lbs), E Tension 1,597 0 0 0 0 Factored Dead Load (lbs), E Compression 2636.9 0.0 0.0 0.0 0.0 Analysis (E) Wall Force (Ibs) 1,122 0' 0 0 0 Overturning Moment (Ib -ft) 11,222 0 0 0 0 Resisting Moment (ft-Ibs), Tension 11,177 0 0 0 0 Resisting Moment (ft -lbs), Compression 18,458 0 0 0 0 Net Moment (ft4bs), Tension 45 0 0 0 0 Net Moment (ft4bs), Compression 29,680 0 0 0 0 Applied Force (Ibs) 1,122 0 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 1,122 1,122 1,122 1,122 1,122 1,122 1,122 1,122 1,122 Cumulative Wall Force (lbs) 1,122 1,122 1,122 1,122 1,122 1,122 1,122 1,122 1,122 Strut Force (Ibs) 0 0 0 0 0 0 0 0 0 Compression Force (lbs) 2,120 #DIVIO! #DIV/O! #DIV/0! #DIV/0! Tension Force (lbs) 3 #DIVI01 #DIVIO! #DIVI01 #DIV/01 Analysis (W) Wall Force (lbs) 629 0 0 0 0 Overturning Moment (Ib -ft) 6,290 0 0 0 0 Resisting Moment (fl4bs) 12,701 0 0 0 0 Net Moment (ft4bs) -6,411 0 0 0 0 Applied Force (lbs) 629 0 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 629 629 629 629 629 629 629 629 629 Cumulative Wall Force (Ibs) 629 629 629 629 629 629 629 629 629 Strut Force (Ibs) 0 0 0 0 0 0 0 0 0 Compression Force (lbs) 1,558 #DIV/01 #DIV/01 #DIV/0! #DIV/0! Tension Force (Ibs) 458 #DIVIO! #DIV/0! #DIV/0! #DIVIO! Design Chord Tension Force= 3 #DIV/O! #DIV/01 #DIVl01 #DIV/01 (lbs) Design Chord Compression Force= 2,120 #DIV/O! #DIVIO! #DIVIO! #DIV/0! (lbs) Design Panel Shear= 80 (plf) Design Strut Force = 0 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN:. N/R FND ANCHOR N/R ENDWALL POST: 2-2X Page 48 of 54 Page 49 of 54 R, STRUTMALL ANALYSIS (LRFD) Qh= 352 ` ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 3.42 6 2.58 0 0 0 0 0 0 strut strut strut strut LEVEL R, GRID B Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 458 Strut L= 12 (ft) Wall, E = 99 (plQ D (plQ 144 Wall L= 6 (ft) Wall, W= 56 (plQ W= 333 Strut, E= 50 (plQ design v= 99 (plQ DL FACTOR (for W) 0.9 Strut, W= 28 (plQ DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (lbs) 492 372 0 0 0 Factored Dead Load (lbs), W 443 334 0 0 0 Factored Dead Load (lbs), E Tension 390 294 0 0 0 Factored Dead Load (lbs), E Compression 644.2 485.9 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 339 256 0 0 0 Overturning Moment (Ib -ft) 3,391 2,558 0 0 0 Resisting Moment (ft -lbs), Tension 667 380 0 0 0 Resisting Moment (ft -lbs), Compression 1,102 627 0 0 0 Net Moment (ft -lbs), Tension 2,724 2,178 0 0 0 Net Moment (ft -lbs), Compression 4,492 3,185 0 0 0 Applied Force (lbs) 170 297 128 0 0 0 0 0 0 Cumulative Applied Force (lbs) 170 467 595 595 595 595 595 595 595 Cumulative Wall Force (lbs) 339 339 595 595 595 595 595 595 595 Strut Force (lbs) 170 128 0 0 0 0 0 0 0 Compression Force (lbs) 1,314 1,234 #DIV/01 #DIV/01 #DIV/01 Tension Force'(lbs) 796 844, #DIV/0! #DIV/01 #DIV/01 Analysis (W) Wall Force (lbs) 190 143 0 0 0 Overturning Moment (Ib -ft) 1,898 1,432 0 0 0 Resisting Moment (ft -lbs) 758 431 0 0 0 Net Moment (ft -lbs) 1,140 1,001 0 0 0 Applied Force (lbs) 95 167. 72 0 0 0 0 0 0 Cumulative Applied Force (lbs) 95 261 333 333 333 333 333 333 333 Cumulative Wall Force (lbs) 190 190 333 333 333 333 333 333 333 Strut Force (lbs) 95 72 0 0 0 0 0 0 0 Compression Force (lbs) 826 759 #DIV/0! #DIV/0! #DIV/0! Tension Force (lbs) 333 388 #DIV/01 #DIV/0! #DIV/0! Design Chord Tension Force= 796 844 #DIV/0! #DIV/0! #DIV/0! (Itis) Design Chord Compression Force= 1,314 1,234 #DIV/01 #DIV/0! #DIV/01 (lbs) Design Panel Shea - 99 (plf) Design Strut Force = 170 (lbs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU2SDS2.5 FND ANCHOR' SSTB20 ENDWALL POST: 2-2X Page 49 of 54 STRUT/WALL ANALYSIS (LRFD) Oh= 2977 rt, ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 6 3.29 6.71 26 0 0 0 0 0 strut strut strut strut LEVEL R, GRID C Wall Wall . Wall Wall Wall 10.00 ROE 1.3 Eh= 3870 , Strut L= 42 (ft) Wall, E = 396 (plf) D (plf) 144 Wall L= 12.71 (ft) Wall, W= 222 (plf) W= 2821 Strut, E= 120 (plf) design v= 396 (plf) DL FACTOR (for W) 0.9 Strut, W= 67 (pI0 DL Factor (fcr E in Compression) 1.308 DL Factor (fcr E in Tension) 0.792 Wall Dead Load (lbs) 864 966 0 0 0 Factored Dead Load (lbs), W 778 870 0 0 0 Factored Dead Load (lbs), E Tension 684 765 0 0 0 Factored Dead Load (Ibs), E Compression 1130.1 1263.8 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 2,375 2,656 0 0 0 Overturning Moment (Ib -ft) 23,750 26,561 0 0 0 Resisting Moment (ft -lbs), Tension 2,053 2,567 0 0 0 Resisting Moment (ft -lbs), Compression 3,390 4,240 0 0 0 Net Moment (ft -lbs), Tension 21,698 23,993 0 0 0 Net Moment (ft -lbs), Compression 27,141 30,801 0 0 0 Applied Force (lbs) 719 394 804 3,115 0 0 0 0 0 Cumulative Applied Force (lbs) 719 1,113 1,917 5,031 5,031 5,031 5,031 5,031 5,031 Cumulative Wall Force (lbs) 2,375 2,375 5,031 5,031 5,031 5,031 5,031 5,031 5,031 Strut Force (Ibs) 1,656 1,262 3,115 0 0 0 0 0 0 Compression Force (lbs) 4,523 4,590 #DIV/01 #DIV/01 #DIV/01 Tension Force (Ibs) 3,616 _ 3,576 #DIV/0! #DIV/01 #DIV/0! Analysis (W) Wall Force (lbs) 1,332 1,489 0 0 0 Overturning Moment (Ib -ft) 13,317 14,893 0 0 0 Resisting Moment (ft -lbs) 2,333 2,918 0 0 0 Net Moment ift-Ibs) 10,984 11,975 0 0 0 Applied Force (lbs) 403 221 451 1,746 0 0 0 0 0 Cumulative Applied Force (lbs) 403 624 1,075 2,821 2,821 2,821 2,821 2,821 2,821 Cumulative Wall Force (lbs) 1,332 1,332 2,821 2,821 2,821 2,821 2,821 2,821 2,821 Strut Force (Ibs) 929 708 1,746 0 0 0 0 0 0 Compression Force (Ibs) 2,695 2,751 #DIV/0! #DIV/0! #DIV/0! Tension Force (lbs) 1,831 1,785 #DIV/01 #DIV/01 #DIV/01 Design Chord Tension Force= 3,616 3,576 #DIV/0! #DIV/0! #DIV/0! (lbs) Design Chord Compression Force= 4,523 4,590 #DIV/01 #DIV/01 #DMO! (lbs) Design Panel Shear= 396 (plf) Design Strut Force = 3,115 (Ibs) SHEATHING SCHEDULE: C HOLD-DOWN: HDU4SDS2.5 FND ANCHOR SSTB24 ENDWALL POST: 2-2X Page 50 of 54 v STRUTIWALL ANALYSIS (LRFD) Qh= ROE= S_DS= ORTHOGONAL COMB. (12.5.3 a)= Strut/Wall Length = LEVEL R, GRID D ROE Eh= D (plf) W= DL FACTOR (for W) DL Factor (for E in Compression) DL Factor (for E in Tension) 1258 1.3 0.54 1 3.9 Wall 1.3 1635 333 1192 0.9 1.308 0.792 16 Strut ' 4.1 Wall Strut L= Wall L= Strut, E= Strut, W= 6 0 strut Wall 30 (ft) 8 (ft) 71 (plf) 40 (plf) 0 strut 0 Wall Wall, E = Wall, W= design v= 0 0 strut Wall 10.00 266 (plf) 149 (plf) 266 (plf) Wall Dead Load (lbs) 1,299 1,365 0 0 0 Factored Dead Load (lbs), W 1,169 1,229 0 0 0 Factored Dead Load (lbs), E Tension 1,029 1,081 0 0 0 Factored Dead Load (lbs), E Compression 1698.7 1785.8 0.0 0.0 0.0 Analysis (E) Wall Force (Ibs) 1,036 1,090 0 0 0 Overturning, Moment (Ib -ft) 10,364 10,896 0 0 0 Resisting Moment (ft-Ibs), Tension 2,006 2,217 0 0 0 Resisting Moment (ft-Ibs), Compression 3,312 3,661 0 0 0 Net Moment (ft-Ibs), Tension 8,359 8,679 0 0 0 Net Moment (ft-Ibs), Compression 13,677 14,557 0 0 0 Applied Force (lbs) 276 1,134 291 425 0 0 0 0 0 Cumulative Applied Force (Ibs) 276 1,410 1,701 2,126 2,126 2,126 2,126 2,126 2,126 Cumulative Wall Force (lbs) 1,036 1,036 2,126 2,126 2,126 2,126 2,126 2,126 2,126 Strut Force (lbs) 760 374 425 0 0 0 0 0 0 Compression Force (Ibs) 3,507 3,550 #DIV/0! #DIV/01 #DIV/01 Tension Force (lbs) 2,143 2,117 #DIV/01 #DIV/01 #DIV/01 Analysis (W) Wall Force (Ibs) 581 611 0 0 0 Overturning Moment (Ib -ft) 5,811 6,109 0 0 0 Resisting Moment (ft-Ibs) 2,279 2,519 0 0 0 Net Moment (ft-Ibs) 3,532 3,590 0 0 0 Applied Force (lbs) 155 636 163 238 0 0 0 0 0 Cumulative Applied Force (lbs) 155 791 954 1,192 1,192 1,192 1,192 1,192 1,192 Cumulative Wall Force (lbs) 581 581 1,192 1,192 1,192 1,192 1,192 1,192 1,192 Strut Force (Ibs) 426 210 238 0 0 0 0 0 0 Compression Force (Ibs) 2,204 2,241 #DIV/01 #DIV/0I #DIV/01 Tension Force (Ibs) 906 876 #DIV/0! #DIV/0! #DIV/0! Design Chord Tension Force= 2,143 2,117 #DIV/0! #DIV/0! #DIV/0! (Ibs) Design Chord Compression Force= 3,507 3,550 #DIV/0! #DIV/0! #DIV/0! (Ibs) Design Panel Shear= 266 (pit) Design Strut Force = 760 (lbs) SHEATHING SCHEDULE: B HOLD-DOWN: HDU2.SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X Page 51 of 54 STRUTMALL ANALYSIS (LRFD) �s , Qh= 3403 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 12 18 0 0, 0 0 0 0 0 strut strut strut strut LEVEL R, GRID E Wall Wall Wall L Wall Wall 10.0c ROE 1.3 Eh= 4424 Strut L= 30 (ft) Wall, E = 479 (plf) D (plo 144 Wall L= 12 (0) Wall, W= 269 (plf) W= 3225 Strut, E= 192 (plf) design v= 479 (plo DL'FACTOR (for W) 0.9 Strut, W= 108 (plf) OL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Lc•ad (Ibs) 1,728 0 0 0 0 Factored Dead Load (lbs), W 1,555 0 0 0 0 Factored Dead Load (lbs), E Tension 1,369 0 0 0 0 Factored Dead Load (lbs), E Compression 2260.2 0.0 0.0 0.0 0.0 Analysis (E) Wall Force (lbs) 5,751 0 0 0 0 Overturning Moment (Ib -ft) 57,511 .0 0 0 0 Resisting Moment (ft-Ibs), Tension 8,211 0 0 0 0 Resisting Moment (ft-Ibs), Compression 13,561 0 0 0 0 Net Moment (ft-Ibs), Tension 49,299 ' 0 0 0 0 Net Moment (ft-Ibs), Compression 71,072 0 0 0 0 Applied Force (Ibs) 2,300 3,451 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 2,300 5,751 5,751 5,751 5,751 5,751 5,751 5,751 5,751 Cumulative Wall Force (Ibs) 5,751 5,751 5,751 5,751 5,751 5,751 5,751 5,751 5,751 Strut Force (lbs) 3,451 0 0 0 0 0 0 0 0 Compression Force (lbs) 5,923 #DIV/0! #DIV/0! #DIV/01 #DIVIO! Tension Force (Ibs) 4,108 #DIV/01 #DIV/01 #DIV/0!_ #DIVI01 Analysis (W) Wall Force (lbs) 3,225 0 0 0 0 Overturning Moment (Ib -ft) 32,250 0 0 0 0 Resisting Moment (ft-Ibs) 9,331 0 0 0 0 Net Moment (ft-Ibs) 22,919 0 0 0 0 Applied Force (Ibs) 1,290 1,935 0 0 0 0 0 0 0 Cumulative Applied Force (lbs) 1,290 3,225 3,225 3,225 3,225 3,225 3,225 3,225 3,225 Cumulative Wall Force (lbs) 3,225 3,225 3,225 3,225 3,225 3,225 3,225 3,225 3,225 Strut Force (lbs) 1,935 0 0 0 0 0 0 0 0 Compression Force (Ibs) 3,638 #DIVIO! #DIV/01 #DIV/0! #DIV/01 Tension Force (Ibs) 1,910 #DIV/01 #DIV/01 #DIV/01 #DIVl01 Design Chord Tension Force= 4,108 #DIV/01 #DIV/01 #DIV/01 #DIVl01 (lbs) Design Chord Compression Force= 5,923 #DIV/01 #DIV/01 #DIV/01 #DIV/01 (lbs) Design Panel Shea - 479 (plo Design Strut Force = 3,451 (Ibs) SHEATHING SCHEDULE: C HOLD-DOWN: HDU4SDS2.5 FND ANCHOR SSTB24 ENDWALL POST: 2-2X Page 52 of 54 Page 53 of 54 STRUTMALL ANALYSIS (LRFD) Oh= 1236 ' ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 18.24 5.76 8.1 _ _ 0 _ 0 ,. 0 0 0 _ _ 0 strut strut strut strut LEVEL R, GRID F Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 1607 Strut L= 32.1 (ft) Wall, E = 79 (plo D (pI0 333 Wall L= 26.34 (ft) Wall, W= 44 (plf) W= 1171 Strut, E= 65 (pIf) design v= 79 (010 DL FACTOR (for W) 0.9 Strut, W= 36 (pff) DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (Ibs) 6,074 2,697 0 0 0 Factored Dead Load (Ibs), W 5,467 2,428 0 0 0 Factored Dead Load (lbs), E Tension 4,811 2,136 0 0 0 Factored Dead Load (lbs), E Compression 7944.7 3528.1 0.0 0.0 0.0 Analysis (E) Wall Force (Ibs) 1,446 642 0 0 0 Overturning Moment (Ib -ft) 14,465 6,424 0 0 0 Resisting Moment (ft-Ibs), Tension 43,872 8,652 0 0 0 Resisting Moment (ft-Ibs), Compression 72,456 14,289 0 0 0 Net Moment (ft-Ibs), Tension -29,407 -2,228 0 0 0 Net Moment (ft-Ibs), Compression 86,920 20,712 0 0 0 Applied Force (Ibs) 1,187 375 527 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 1,187 1,562 2,089 2,089 2,089 2,089 2,089 2,089 2,089 Cumulative Wall Force (Ibs) 1,446 1,446 2,089 2,089 2,089 2,089 2,089 2,089 2,089 Strut Force (Ibs) 260 115 0 0 0 0 0 0 0 Compression Force (Ibs) 4,765 2,557 #DIV/01 #DIV/01 #DIVI01 Tension Force (Ibs) -1,612 -275 #DIV/01 #DIV/O! #DIV/01 Analysis (W) Wall Force (Ibs) 811 360 0 0 0 Overturning Moment (Ib -ft) 8,109 3,601 0 0 0 Resisting Moment (ft-Ibs) 49,855 9,832 0 0 0 Net Moment (ft-Ibs) -41,746 -6,231 0 0 0 Applied Force (Ibs) 665 210 295 0 0 0 0 0 0 Cumulative Applied Force (lbs) 665 876 1,171 1,171 1,171 1,171 1,171 1,171 1,171 ' Cumulative Wall Force (Ibs) 811 811 1,171 1,171 1,171 1,171 1,171 1,171 1,171 Strut Force (Ibs) 146 65 0 0 0 0 0 0 0 Compression Force (Ibs) 3,785 1,928 #DIVIO! #DIVIO! #DIVIO! Tension Force (lbs) -2,289 -769 #DIV/01 #DIV/OI #DIVI01 Design Chord Tension Force= -1,612 -275 #DIV/0! #DIVIO! #DIV/0! (Ibs) Design Chord Compression Force= 4,765 2,557 #DIVI01 #DIV/01 #DIVI01 (Ibs) Design Panel Sheam- 79 (PH) Design Strut Force = 260 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: NIR FIND ANCHOR NIR ENDWALL POST: 2-2X Page 53 of 54 .y " STRUT/WALL ANALYSIS (LRFD) 10 Oh= 1067 ROE= 1.3 S_DS= 0.54 ORTHOGONAL COMB. (12.5.3 a)= 1 Strut/Wall Length = 10.67 9.27 0 0 0 0 0 0 0 s, strut strut strut strut LEVEL R, GRID H Wall Wall Wall Wall Wall 10.00 ROE 1.3 Eh= 1387 Strut L= 19.94 (ft) Wall, E = 169 (plo D (plf) 144 Wall L= 10.67 (ft) Wall, W= 95 (plf) W= 1011 Strut, E= 90 (plf) design v= 169 (plf) DL FACTOR (for W) 0.9 Strut, W= 51 (plf) DL Factor (for E in Compression) 1.308 DL Factor (for E in Tension) 0.792 Wall Dead Load (lbs) 1,536 0 0 0 0 Factored Dead Load (lbs), W 1,383 0 0 0 0 Factored Dead Load (lbs), E Tension 1,217 0 0 0 0 Factored Dead Load (lbs), E Compression 2009.7 0.0 0.0 0.0 0.0 Analysis (E) . Wall Force (Ibs) 1,803 0 0 0 0 Overturning Moment (Ib -ft) 18,032 0 0 0 0 Resisting Moment (ft -lbs), Tension 6,492 0 0 0 0 Resisting Moment (ft -lbs), Compression 10,722 0 0 0 0 Net Moment (ft -lbs), Tension 11,540 0 0 0 0 Net Moment (ft -lbs), Compression 28,754 0 0 0 0 Applied Force (Ibs) 965 838 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 965 1,803 1,803 1,803 1,803 1,803 1,803 1,803 1,803 Cumulative Wall Force (lbs) 1,803 1,803 1,803 1,803 1,803 1,803 1,803 1,803 1,803 Strut Force (Ibs) 838 0 0 0 0 0 0 0 0 . Compression Force (Ibs) 2,695 #DIV/0! #DIV/0! #DIV/01 #DIV/01 Tension Force (lbs) 1,082 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Analysis (W) Wall Force (Ibs) 1,011 0 0 0 0 Overturning Moment (Ib -ft) 10,110 0 0 0 0 Resisting Moment (ft-Ibs) 7,377 0 0 0 0 Net Moment (ft-Ibs) 2,733 0 0 0 0 Applied Force (lbs) 541 470 0 0 0 0 0 0 0 Cumulative Applied Force (Ibs) 541 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 Cumulative Wall Force (lbs) 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 Strut Force (lbs) 470, 0 0 0 0 0 0 0 0 Compression Force (lbs) 1,793 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Tension Force (lbs) 256 #DIV/0l #DIV/01 #DIV/01 #DIV/01 Design Chord Tension Force= 1,082 #DIV/01 #DIV/01 #DIV/0! #DIV/01 (Ibs) Design Chord Compression Force= 2,695 #DIV/0! #DIV/0! #DIV/0! #DIV/0! (Ibs) Design Panel Shea - 169 (plf) Design Strut Force = 838 (Ibs) SHEATHING SCHEDULE: A HOLD-DOWN: HDU2SDS2.5 FND ANCHOR SSTB20 ENDWALL POST: 2-2X r Page 54 of 54