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HomeMy WebLinkAbout65-0366 052-710-008BjfITECOUNTY DEPARTMENT OF -DEVEEOPMENT-SERVICES-BUILDING Submit - pt°`eErermrnpersoaorby CONSTRUCTION DEBRIS RECOVERY FINAL. REPORT Bute C ., Fim/ inspection wxnot be so5eduled unta completed Baas County Development Services- repat'subin&ed �jbG Q Building — W'�— �'� 7 County Center Drive APN: 21 �p �t Bullding.Permlt a Oroville, CA 95%5 Owner Name: APJIAf �:d.-�C ' l Owner Phone: L 1 ' Jobalte Addrees: Project Type: o Construction ❑ Demolition Jobshe Contact: Company: Jobske%Phone: ( 1 MATERIAL Tom.. _Tones . •T ACTUAL FACILITIES/SERVICE•PROVIDERS:USED.- inert Material (Comet•, soup Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other. • Other: - Total tors of material disposed of {not reefed or teased) Total tors of material not disposed (ellher ret:ytcfed of reused) Attach copies of weight recdpts, gate tags,: or Other verifying information for all materials Percent: Mqde&mssed that were reused, reeyde&or disposed. Please 50 kWio*V that.the above Martrtation Is true and comed to the best of your knowledge: Applicant [��..�,.,�,,,� (Owner or Contractor): . .. T Gide which Date: •• RnaI Report roWrood with eomm* to pnfto Date: • Final Report aPl+rovcti_(B`tGQing Inspector) Date; ..K:IBUILDINGU0111Apptoved forms%= Orden Bldg. forms\Waste Diversion -Recycling foans.doc - Construction & Demolition (C&D) Recycling and Salvage Information G eneral Waste Servlax • Rec6lW Butte Col sa Counties S38.5868,342-2222 • Wasto.Maoagemeat , 8934777 • Northern Recyclia8 do Waste Services 876.3340 ►Lfaterial Rewven FaetNiks: • Recokrgy Butte Colosa Ceo odes 2720 S. 5m Ave, Oroville 533-5868 Iaert Raveft fyawes: • Neal Road Recycling & Waste Facility 1023 Neal Road • We River Construction Co, 1764 Skyway, Chico, 891.6555 • Granite Consauctlon Co. 4714 FaeiBe Heigbts Rd, Oroville, 538.7616 Flrtarcs and bull ins Mate ash• • Re -Store (Habitat for Humanity). 220 MgcM Chios, 895.1271 Thispartid list is for ill npational proposes only and not an of any products or services. Sime Metal: • 786 Om� Dt Millhaat, 3424930 • Chico Scrap Metal 766 Orolhieo Hwy, Durban, 345-1476 • Norcai Racyclers 1855 Kustel Rd, Oroville, 532-0262 XardAV d Washes: • North Valley Organic tocycing 4441 Cohtsset Rd, Chico, 624-3S29 • Recoolgy Butte Colusa Counties Recycling Center 2720 S. 5m Ave., Oroville, 533.5868 • Farthworn Soil Factory Neal Road offif" 99, 895-9676 • Town of Paradlso Vegetative Waste Facility Clark Rd. & American way, Paradise 877-0824 • Old Durham wood Co. 342-7381 • Neal Road Recycling do Waste Fadlipy 1023 Neal -Road Cardboard: • ` Chico Scrap Metal 878 E 20m St, Chico, 343-7166., , • Chico Transfer dt Rwyolatg 2569 Scott Aye, Chico, 893-0333 • Work Training Center .2300 Fair St, Chico. • Nor -Cal Recycle s 1855 Kesel Rd, Oroville Other Resources: • (trees Building Information www.epagov/epaosvvedaon- hw/debris-neiv mdwc.htm • Butte County Public Works Dept Solid Waste dt Recycling Division SW -2352 • www.RecycleButba net . . S . • • 1 ----� Summit Structural Design 383Rio Undo Avenue, Suite 200, Chico, California 95926 - p. (530) 592-4407 www.summitchico.com • January 21, 2015 RE: Lateral Design for Covered Porch, 1461 Bald Rock Road, Berry Creek, CA To Whom It May Concern: I have reviewed the truss calculations by MiTek dated 1-16-15 and have found that the trusses appear to be designed in accordance with the general lateral design concept of the structural documents dated 1-14-15. Summit Structural Design has not reviewed the truss calculations for conformance with other aspects of the project, including but not limited to, correct application of dead and live loads. at top and bottom truss chords. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. BUTTE COUNTY . BUILDING DIVISION' Q�tOFESS/p APPROV E D � Fm BUTTE a:f5688 orb COUNTY srq cnri� �P FEB 19 2015` �oF CAl1F0� DEVELOPMENT SERVICES CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD," -,x CF111-PRF41: F . ' Project Name: Berry Creek Community Church Residence Calculatic'n'Date/Tince: 19:54, Sun, Dec 14, 2014 " Page 1 of 8 I„ Calculation Description: Title 24 Analysis 'Input File Name 14268s Berry Community Church, Residence Barry Rubinoff.xml ` GENERAL INFORMATION f� ;- } t,�,.� r f _ 01 Project Name Berry Creek Community Church Residence r 02 Calculation Description Title 24 Analysis 03 This building incorporates one or more Special Features shown below 03 Project Location Bald Rock Road 04 A City Berry Creek 05 Standards Version Compliance 2014 06 Zip code 95916 07 Compliance Manager Version BEMCmpMgr 2013-3 (651) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.3 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 1152 . , " 15 Number of Zones 1_ 16 Slab Area (FT2) 1152 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes '20 Addition Slab Area (FT2) WA 21 Glazing Percentage (%) 9.0% COMPLIANCE RESULTS �•�a!",�;�y ,.",•-- .. - ` �- , w;' -� f� ;- } t,�,.� r f 01 Building Complies with Computer Performance. �, r 02 This building incorporates features that require field testing and/or 4erification by a certified HERS Yater un`del the supervision of a CEC-approved HERS_ provider.. r ` 03 This building incorporates one or more Special Features shown below '- ENERGY USE SUMMARY 04 -05 06 07 08 Energy Use " (kTDV/ft) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating . 21.89 23.55 -1.66 -7.6% Space Cooling 45.99 , 47.53 -1.54 -3.3% .. IAQ Ventilation 1.68 1.68 0.00 _ `0.0% ` Water Heating 21.02 t _ 12.51 8.51 40.5% • r - "Photovoltaic Offset — 0.00 - 0.00 .a r''Compliance Energy Total 90.58 : 85.27 , 5.31 5.9% �. BUTTE COUNTY DEVELOPMENT SERVICES, BUTTE-- - r ° VIEVHED FOR , COUNTY S v d ' - ' DR t o� BY' C 07 FEB,' 19 2015 .•. 1 `• .y W +. • + �,._ .• — 33 - - { •.� a r, —. =i FVOPMENT. Registration 214-N0158937A-000000000-0000 Registration Date/Time: 2014-12 1 ,,i:314- HERS Provider" CaICE- RTS inc. " "f``i` CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 , - Report Generated at: 2014-12-14 19:55:31 i CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD. ' _ - CF1R-PRF-01 Project Name: Berry Creek Community Church Residence, Calculation Date/Time: 19:54, Sun,'Dec 14, 2014 Page 2 of 8 Calculation Description: Title 24 Analysis Input File Name: 14268s Berry Community Church Residence Barry Rubinoff.xml, � t • Y HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • . • IAQ mechanical ventilation - • + •- Cooling System Verifications:, ; + • Verified SEER a , • Fan Efficacy Watts/CFM 1 + HVAC Distribution System Verifications:' - Duct Sealing Domestic Hot Water System Verifications:. • -None - - r - : ', .. , , - - .. !� - - ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use"components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual. TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such asdomestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system.i .Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2)• 154.12 - 148.81 5.31 3.40/6 includes calculated Appliances and Miscellaneous Energy Use'(AMEU) F - t BUILDING - FEATURES INFORMATION - 01 02 03 04 05 06 07 Zone Name .... Zone Type Number of Dwelling Zone Floor Area (ftZ) f Number of Ventilation Number of Water Project Name Conditioned Floor Area (sft) Units. Number of Bedrooms Number of Zones Cooling Systems Heating Systems Berry Creek Community Church 1152 1 3 0 " 1 Residence ZONE INFORMATION 01 02 _ 03 04 05 06 07 Zone Name .... Zone Type .' HVAC System Name , Zone Floor Area (ftZ) Avg. Celling Height a e e tigg?r1Y Water Heating System 2 Residence Zone. Conditioned Turn 80 A/C 141 • •1152 8 -' , • NI Sys VISI 4 sAPPROVED � r " Registration Number: 214-N0158937A-000000000-0000 j Y Registration Date/fme: 2014-12-1517:31:38 HERS Provider: CaICERTS inc. - CA Building Energy Efficiency Standards -_2013 Residential Compliance Report Version - CF1R-10172014-651.. -Report Generated at:,2014-12-14 19:55:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Berry Creek Community Church Residence • Calculation Date/Time: 19:54, Sun, Dec 14, 2014 Page 3 of 8 Calculation Description: Title 24 Analysis Input File Name: 14268s Berry Community Church Residence Barry Rubinoff.xml, r• OPAQUE SURFACES 01 02 ' ' 03 04 ..05 06 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window Area (ft2) ' Tilt(deg) - Wall F 2x6 R19 Residence Zone R-19 Wall 90 Front 317 32 90 Wall L 2x6 R19 Residence Zone R-19 Wall 180 Left 256 32 90 Wall B 2x6 R19 Residence Zone R-19 Wall 270 Back 317 0 90 Wall R 2x6 R19 Residence Zone R-19 Wall 0 Right 256 40 90 Roof Residence Zone * R-38 Roof Attic 0.35 Insect Screen (default) 468 Window Wall R 2x6 R19 (Right -0) Roof1 Residence Zone R-38 Roof Attic 20.0 0.33 684 Insect Screen (default) ATTIC 01 02 03 04 05 06 07 Name Construction y Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Attic Roof Cons 1.78125 0.1 0.85 Yes No WINDOWS 01 02 ' ' 03 04 ..05 06 07 OS 09 10 Name Type ..�. r - ' Surface (Orientation -Azimuth) Width(ft) Height (ft)' ��,x Multiplier Area (ft2) U -factor SHGC Exterior Shading " FG1 - 8040 O Window ' Wall F 2x6 R19 (Front -90) 8.0 4.0 1 32.0 0.33 0.35 Insect Screen (default) LGI - 4040 O Window WaII L 2x6 R19 (Left -180) 4.0 4.0 1 16.0 0.33 0.35 Insect Screen (default) LG2 - 4040 O Window Wall L 2x6 R19 (Left -180) 4.0. 4.0 1 16.0 0.33 0.35 Insect Screen (default) RGI - 5040 O Window Wall R 2x6 R19 (Right -0) 5.0 4.0 1 20.0 0.33 0.35 Insect Screen (default) RG2 - 5040 O Window Wall R 2x6 R19 (Right -0) 5.0 4.0 1 20.0 0.33 0.35 Insect Screen (default) DOORS r, 01 02 03 04 ° Name Side of Building - Area (W)U, -factor FD1 -Door 3068 a r Wall F 2x6 R19 . 20.0 s 0.50 BD1 -`Door 3068 ;. Wall B 2x6 R19 r 20.0 0.50 bu I It n �/ R� ". > _• 7 ' .. - i ., - ,. - -'s•. _-'.BUILCING DIV-ISI(�I` r •j5• ; �•�}. i. Registration Number: 214-No158937A-000000000-0000. RegistrationDate/Time. 2014-12-1517:31:38 -` _HERS:Prowder: CatCERTS enc... r r. , , ; `'CA Building"Energy Efficiency Standards,- 2013 Residential Compliance Report Version - CF1R-10172014-651 +. .'.'=< :Report Generated at: 2014-12-14.19:155:31' . CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - CFIR-PRF-01 Project Name: Berry Creek Community Church Residence Calculation Date/Time: 19:54, Sun, Dec 14, 2014 + ' Page 4 of 8 Calculation Description: Title 24 Analysis Input File Name: 14268s Berry Community Church Residence Barry Rubinoff.xml + OVERHANGS AND FINS ,, 01 02 03 04 05 06 _ Construction Name Surface Type Construction Type Framing Total Cavity R -value Assembly Layers - 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Attic Roofs . /Wood Framed Ceiling ' ,` O.C. + Overhang Roofing: Light Roof (Asphalt Shingle) - Left Fin f Inside Finish: Gypsum Board - Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up FG1 - 8040 O 10 0 6.65 21.44 0, 0 0 0 0 0 0 0 0 LG1 - 4040 O 2 9.5 23 5 0 0 0 0 0 0 0 •0 0 LG2 - 4040 O 10 0 15 13 0 0 -0 0 0 0 0 0 0 RG1 - 5040 O 2 6.21 20" 13 0 0 0 0 0 0 0 0 0 RG2 - 5040 O 2 10.96 7_`-.20 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS ,, 01 02 03 04 05 06 _ Construction Name Surface Type Construction Type Framing Total Cavity R -value Assembly Layers - - 2x4 Top Chord of - + Cavity /Frame: no insul. /2x4 Top Chrd . ` a • t , , � •�- ° -- -+� is • Roof Truss-@ 24 in - ' Roof Deck. Wood Siding/sheathing/decking " # Attic Roof Cons Attic Roofs . /Wood Framed Ceiling ' ,` O.C. + none Roofing: Light Roof (Asphalt Shingle) - t f Inside Finish: Gypsum Board - Cavity / Frame: R-19 / 2x6 " - R-19 Wall Exterior:Walls .'. Wood Framed Wally ' : 2x6 @ 16 in. O.C. °»� F -,R X19, f Exterior Finish: Wood Siding/sheathing/deaking' • Inside Finish: Gypsum Board • Cavity / Frame: R-9.1 / 2x4 R-38 Roof Attic Ceilings (below attic) zWood Framed Ceiling 2x4 @ 24 in. O.C. ` R 38 Over Floor Joists: R-28.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value& Depth Carpeted Fraction Heated. Slab -on -Grade Residence Zone 1152 136 None 0.8 N o -. BUILDING ENVELOPE - HERS VERIFICATION -, t 01 02 r-.' 03 - 04 - Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation ' Building Envelope Air Leakage • ACH @ 50 Pa - _ -.� Not Required - -•� ' - Not Required, - Not Required — ` r _ �� yam. - r ;. - ".. •--��A-.. - ••C -r. rAj BUTTE t/OV-iV 1 D `. Registration Number: 214-N0158937A-000000000-0000 Registration Date { ` � /E , g g Mme: 2014-12-15 17:31:38 E S Pro er: CaICERT$ inc. CA Building Energy Efficiency Standards'- 2013 Residential Compliance Report Version - CF1R-10172014-651 r r , Report Generated at: 2014-12-14 19:55:31 ' CERTIFICATE OF COMPLIANCE =RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 k. Project Name: Berry Creek Community Church Residence Calculation Date/Tiriie: 19:54, Sun Dec 14, 2014 Page 5 of 8 Calculation Description: Title 24 Analysis - A Input File Name: 14268s Berry Community Church Residence Barry'Rubinoff.zml a WATER HEATING SYSTEMS - 01 - 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 1 ,.0% WATER HEATERS 01 , 02 03 04 05 06 07 08•. Name { - • Heater Element Type Tank Type , Tank Volume (gal) Energy Factor or Efficiency - Input Rating Tank Exterior Insulation.` R -value ' Standby Loss (Fraction) ' DHW Heater 1 Natural Gas Small Instantaneous .'. 0 0.8 = _ ,100000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION _ 01 02, 03 04 `05 .06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation; Control Central DHW Distribution DHW Sys 1 - 1/1 fy .r' ;4`WA f., i WA' i ,r ./ ". N/A i' N/A WA N/A HVAC SYSTEMS 01 _ _ 02 03 :. 04 - : ..r 05 :'' 06 .. 07 • _ x.,04 Heating System Cooling System Distribution ' r F Floor Area Name ,System Type .' Name Ducted Name Ducted System Fan System Served , Furn 80 A/C 141 her Heat/Cool Heating Component 1 Yes • Cooling Component 1 •Yes Air Distribution "System 1 • No ' 1152 HVAC - HEATING SYSTEMS M1 01 02 03 Name, Type }• . Efficiency Heating Component 1 CntrlFurnace -'Fuel-fired central furnace 80 AFUE'e' _ r HVAC -COOLING SYSTEMS• � � • 'r }'' a 1!1 r'SGt I^° IV •, 01 02 03 : 05: O6 " ... 07 x.,04 r ,. , ' r F Efficiency.. " • I, T Mul i -speed Name' =,System Type EER SEER Zonally Controlled . Compressor . ,: HERS Verification . . olin Compo- 1 ',' r F_��o9 P ' SplitAirCond - Split air conditioning, 11.87 ' T4 ;� No ' r No •. Cooling Component " 9 P , _­nent system d ,» 1 -hers -cool r -d: 'Registration Number: 214N0158937A-000000000-0000 ' y • Registration Date/Time. _ 201412-1517:31:36 r* , <� . Y a HERS Provider: CaICERTS iric ` �`•, CA Building Energy EfficiencyStandards - 2013 Residential Compliance'' :• Report Version - CFiR-10172014-651 - _ Report Generated at: 2014712-14 19:55:31` - - t.• CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • r, CF1R-PRF-01 ' Project Name: Berry Creek Community Church Residence ' Calculation DateMine: 19:54, Sun, Dec 14, 2014 Page 6 of 8 Calculation Description: Title 24 Analysis Input File Name: .14268s Berry Community Church Residence Barry Rubinoff.xml ; HVAC COOLING - HERS VERIFICATION _ E 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER , Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 = 06 07 08 ,.t 7, Verified Duct Design Low-leakage Supply Duct Vefication Lage Target Duct ea Verified Duct.Location Name Type. Duct Leakage Insulation Rwalue Location Return Duct Bypass Duct HERS Verification Air Distribution System 1 -Ducts located in attic _ Sealed and tested 6 Attic Attic NoneAir Distribution - - System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 �-.:t r , .- -.. -d3 + -w:•- 1 ,� .w.. Y f 04 OS 06 07 . Required'10.58 Duct Leakage vg! 7, Verified Duct Design Low-leakage Vefication Lage Target Duct ea Verified Duct.Location Return Supply Air Handler c Air Distribution System Required,-, J. °6:0 - f Nof k6gw�ed : Not Required Not Required 1 -hers -dist— 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 Name VerifiedFanWatt Draw Required Fan_Efficiency (Watts/CFM) ;. HVAC Fan 1 -hers -fan i Required'10.58 BUTITE, COUNT .. - BUILDING DIVI&OW •-.4 x jam. - , .. �, t. ' •r .. - .� r , . F .. A - .•iY O. \tl :7 , C 0 E'1"1•-. Registration Number: 214 -NO 1 58937A-000000000-0000. Registration Date/Timdt ...l , '2014-12-15-17:31:38 HERS Provider: CaICERTS inc. h CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-10172014-651 ti N Report Generated at:4014=12-14.119,:55:31 , CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Berry Creek Community Church Residence Calculation Date/Tifne: 19:54, Sun, Dec 14, 2014 Page 7 of S Calculation Description: Title 24 Analysis Input File Name: 14268s Berry Community Church Residence Barry Rubinoff.xml IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Name IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification DwellingUnit 41.52 0.25 Default 0 Required • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Berry Creek Community Church Residence Calculation Date/Tithe: 19:54, Sun, Dec 14, 2014 Page 8 of 8 Calculation Description: Title 24 Analysis Input File Name: 14268s Berry Community Church Residence Barry Rubinoff.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Mervyn Martin Company: Signature Date: Mery Martin 2014-12-14 19:51:37 Address: CEA/HERS Certification Identification (If applicable): 6356 Oak Way City/State/Zip: Phone: Paradise, CA 95969 530-513-1508 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. , I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Partof the California Code of .6 Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: + Responsible Designer Signature: BARRY RUBANOFF Company: Date Signed: BARRY RUBANOFF 2014-12-15 17:31:38 Address: License: PO BOX 1123 N/A City/State/Zip: Phone: Berry Creek, CA 95916 .530 589 4102 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by CaICERTS. 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: 214-N0158937A-000000000-0000 Registration Date/Time: 2014-12-1517:31:38 3 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-10172014-651 Report Generated at: 2014-12-14 19:55:31 `". �?^: ` '��`�'�' f+•c` '"� liar 383 Rio Undo Ave, Chico, CA 95926 p. (5-30),592-4407 www.summitchico.com Structural Calculations For: Client: Stuart Sanderson Project: Lateral Design for Covered Porch Address: 1461 Bald Rock :Road, Berry Creek, CA 13)5-63 B a41 6: C 8 COUNTY * EX' OK FEB 19 2015 cm , DEVELOPMENT OF CAUFO�� SERVICES PERMIT # O_36 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C DE COMPLIANCE DATE BY tj i s/6 Note: Summit Structural :Design (SSD) is not responsible. for. on-site'inspectio.n 'to. assure compliance with the standards,, sizes, materlals,: or workmanship specified herein.: SSD is not: responsible for any structural element or system not specifically noted in this set of specifications/calculations unless,au ho.rized in writing by SSD. Workmanship.shall be of the highest quality and in. all .cases shall: follow accepted constructionpractice, the latest edition of the California Building!Code, and local building. department standards. I PT Summit Structural Design PROJECT:Porch Overhang Lateral STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 8) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE.LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND_UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW,THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN. ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT.SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN. ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS,. GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING= 3,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE.SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER, C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS:A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT, J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 20.13 CBC. THIS ENGINEER SHALL NOT BE. LIABLE FOR ANY. FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF -2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS. UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 338. F) SLABS -ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15".O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR:6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. I Summit Structural Desio PROJECT -Porch Overhang Lateral. G) SAW -CUT TOP',',/." OF SLAB FOR CRACK CONTROL.AT INTERVALS NOT TO EXCEED 16'-.0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-.0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE:#5 BARS AND SMALLER: 1 %" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE:Y4" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS-U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 5/8" APA RATED 40/20 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE; 12" O.C. FIELD U.N:O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y.." APA RATED 48/24 WITH FACE. GRAIN PERPENDICULAR TO FRAMING; STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY: GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D.3731. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND. LUMBER) SHALL HAVE FB'= 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X,229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1''-0" MAXIMUM FROM EACH END OF EACH PIECE, AT SHEAR WALL LOCATIONS, SILLS.SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%,, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED, H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., -OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I:) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 LVL RIM AT ALL LOCATIONS WHERE LEDGERS.ARE USED (SUCH AS DECK LEDGERS). Summit Structural Design PROJECT:Porch Overhang. Lateral 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND: COULD LEAD TO FAILURE OF ASSOCIATED. FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING.FROM THE EFFECTS OF SHRINKAGE. 673 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED. DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT.BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED,TO: HOT WATER. HEATER, STOVE,, REFRIGERATOR, OVEN,. FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC.. . C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS'SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING. AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS, INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD. LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY, PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.,) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR.BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES:, LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF.STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-16. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE, B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION. AND RE -TIGHTENED BEFORE CLOSING. IN OR' AT COMPLETION OF JOB. D,) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES.SHALL.BE DESIGNED BY THE TRUSS FABRICATOR PER. THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED,AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO. THE ENGINEER OF RECORD. PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: Summit Structural Design. PROJECT -Porch Overhang Lateral TOP CHORD SNOW LOAD 28:5 PSF TOP CHORD, DEAD LOAD 8' PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 44:5 PSF UPLIFT LOAD AS REQUIRED BYTHE.2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER' SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC.AGENCIES,INVOLVED9N GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADSs LIVE, LOAD DEFLECTION:= L/360,.TOTAL LOAD DEFLECTION = L/240. 9, DESIGN LOADS A) ALL DESIGN.LOADS ARE PER CB.0 CHAPTER 16, DIVISIONS,I, 11, III, AND IV U.N.O.. B) - ROOF LIVE LOAD/SNOW LOAD: 20/28.5 PSF C) SEISMIC ZONE:.D `D) WIND SPEED: 7110 MPH EXP•B .s Summit Structural Design Project: Gridline B Engineer: RKB pesign of : Gravity Loads Roof Slope= 6 to 12 Roof Dead load Ply 2.0: psf Roofing 3.4 .psf Framing, 5:0 psf Gyp 2:2 psf Insu,l. 1.0 psf Misc. 1.5 psf Total (sloped) 15'1 psf Total (horiz) 16.0 psf Roof:Live load Roof.Live Load. 20.0 psf Wall Dead Load. Siding 8:5 psf (exterior) .3/8 Ply. 1.8 psf 2x Framing. 2.2 psf. Gyp. 2;2 psf Insul. 1:3 psf Total 16:0 psf Wall `Dead Load 2x4:Framing @ 1-V o.c:1.6 psf (interior) Gyp. 2 sides: 4:4 .psf Total 6.0 psf MAN. 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U'SGS:r"Provi_ded Output.: y Ss 0.66`1 g S`ros =' 0 840• "g $os = 0 560 .g • } " r` - 5L S1 0.2'57 g S'M1 v 0:4.84: g So :b.323,g z Fo.r InfRrrnattoh on how the $S and: S1 val:ues above have; 6.een calculated fi om probabilisEic:;(risk=targeted:) -'an •, determinisfirground•m.ofiio.ns inah'e direction of maximum ho'iizontal respon'se;'please return', tq the application and:: ;select the t'20.09NEHRP building eo.de referehce document: `r M'CEa R,esp;onse 'S'peetrum Design Respanse:Speetrulrrm 0:99' �• 090- 0:81 �, T:• :0 54:'- 0'. 4 .y =0.42. 0.34 a N 0.36, 0 Z4' 0: 2.T 0 0:18r , 0.109` , s 0.06 f 0'00'" .0 .00 0,00'0:20 0.40 0:G0 0.80 1:00` 1.20 1:40 1.60. 1.80 2:00 6.00 0 20 .0:40 0 60 ;0 l30 :1:00 1.20' 1.40 1 G0. 1'80 :3:00 Perlodr T (Sec)- - - : • . Period.. T'(sec). , Althougli'th7s irifoimation`is a product of the U S,'.Geolog cal Survey, we; provide no warranty; expressed or implied, as,-tto the ` accuracy"of the data .contained therein.,This tool is nota substitute forte'chhical subject -mattes knowledge. httDJ/ehp4 earthquake.cr:usas:oov/desibhr6aos/us/summarv-nhn?temnlatri=minimalRlstthiiia=34R3Rlnnnittiria=-191 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veg (kips) S VECl,.(kips). Diaph.;(kips) ROOF 9 9 40 362 1.0.0 .3.5 3 '5 40.2 .362 ummit tructura t: I Project: Gridline B - Engineer: RKB Design of : Seismic Load Development (ASCE 7=10) Seismic Design Category- p' Ss 0.661 Mapped 0.2.sec spectral response Occupancy. 2 S1 0:257 Mapped 1 -sec spectral.. response I 1 Sitebass D __, In accordance WithCh,20: TL 16 SMS .0.84 Max.Considered EQ SIVI1 0.48.'Max Considered E4 SDS 0.560 Design Spectral Response (02 Sec) S01 0;323 Design;Spectral Response (1:O Sec) System Light Framed Shear Walls Z-1 R 6.5 Omega `3 Cd .4 Ht Limit- •.65 Cs - 0.09 12.8-2 Max Cs 0.48 Min Cs 0:02 (.Ol.outside;of.S9):. Ct 0.02 •x 0:75 Ta 0.10 Cu 1.4 Max T .0:15 No limit for drift UseT 0.10 Alt Ss 0:661 V= 0.086 *W Height to,Roo.f (fin) = 9 ft V= Vert Dist Exp. -(k). 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veg (kips) S VECl,.(kips). Diaph.;(kips) ROOF 9 9 40 362 1.0.0 .3.5 3 '5 40.2 .362 Summit Structural Design Project: Gridline B Engineer: RKB Design of - MRS -Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: CASE B (D 1. Simple Diaphragm 2. LoW-else ..... is. ...... 3. Enclosed .. . 4. Regular Shaped ],� �j �� /, CASE A. CC) 5. Not Flexible 6. Not Subject to: a) across wind loading . b )..vortex shedding c) instability (gall.up/fluttee) d) channell.ng effect - e) buffeting (upwind obstructions), 7. Apprpx, Symeirical Cross Section With Flat,. Gabie,or Hip Roof :5 45! V 8. Exempt From Torsional. Load Cases: Indicated in Note 5 of Fig; 28.4-1, or the Torsional Load Cases do not SA CAE CASE'B"ti� Control the Design: (1) story and, h530 ft. or (Z) story max.and light framed or (2) story max.and flex. diaphragm L= 42 Long. Bldg, D! m. (ft) 2aL= 7.2 ft. T= .36 Transv. Bldg Dim. (ft) 2ay= 7-2 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor X=. 1.00 Adjustment Factor Kzt= 100, Topographic Factor Adjustment Fa.ctor. for Blclg-.Height and h= 12. Mean Roof Height (ft) Exposure, X. Q= 25 Closest Roof Angle Mean Roof Exposure. (5-J0-,15-%20-,250;or 30*) Ht. (ft)' B C D MWFRS-Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 Os, 0=25 Min. Net. Qvhg 20 1.00 1.29 1.55: A-110 11.5 9.6 25 1.00 1.35 1.61 B-110 2.3 4.8 3-0 1.00 1;40 1,66 Q-110 7.6 10.4 9.6 1. 1.45 1.70 P-110 2.4 4.8 40 1.0.9 1.49 1.74 E-110 -13.'9 -6A . -11.9 45 1.12 1.53. 1.78 F-119 -7.9 -8.8 50 1.16 1.56 1 1.81 G-110 -4.6 -10.2 55 1.19 1.59-f--114 H-110 -6J 1 ----6U- 1.22 1-62 1 1.87 �A. Summit Structural Deign Project: Gridline B Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5 Q) 2 .1 {5� (D n 4 � � (D ` \ a a HIP ROOF (7'< 0 <251 HIP ROOF (25'<.0 <27') n tQ 5D (� JC4) `Height -" LAT ROOF and GABLE ROOF 7'< 0 <J51 GABLE ROOF (b<7') L= 42 Long. Bldg. Dim. (ft) a()ft = .3.6 T= 36 Transv. Bldg. Dim. (ft) V= 110 Basic Wind .Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1 Adjustment Factor KZt= 1 Topographic Factor h= 12 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=8°-27° 3=28°45°) Conditions: 1. Mean Roof Heights 60 ft. 2. Enclosed 3. Regular Shaped 4. Not subject to: a) across wind loading b) vortex.she.dding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof 5 45°., or Hip Roof 5 27` Adjustment Factor for Bldg and Exposure,o.,. 'Exposure Roof Ht. ft B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.:61' 30 1.00 1.40 1:66 35 1.05 1.45. 1.70 40 1.09 1.49 1..74 45 1.12 1,53 1.78 50 1.16 1.66 1.81 55 1.19 1.59 9.84 60 1.22 1 1:62 1.87 C+C Wind Loads (psf), poet=LCF*A*KZt*Pnet3o Loc. Zone EWA Pnet Ovhg. ft2 + - _ F;- Loc. EWA Pnet Zone ftZ +10 _ 0 9.6 - 4 ---T4-.T- - 4 0 2.5. ---T-3.-6 1 1 50 9.6 -11.2 4 1 50 11:7 -12.8 1 1.00 9.6 -10.9 4 100 11.1 -12.2 2 10 9.6 -20.8 -24.4 4 500 9.7 -10.9 2 - ff.T24.4 5 7 7: 2 5 - - 5 20 12.5 - 2 100- - 5 5 7 ---T4-. 8 3 10 9.6 -30.8 -41.0 5. 100 11.1 -13:6. 3 20 9.6 -28.7 -37.0 5 500 9:7' =10.9 3 5 -26,. 1 -3 .7 Summit Structural Design, Project:, Gridline B Engineer: R•KB Design of: Wind Loads A B C p End Zone End Zone Int. Zone. Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area. Shear (lbs) Shear (lbs) Control B 36 185 35 8.8 .1530 1992 1992 Summit Structural Design g Project: Gridline B Engineer: RKB Design of : Lateral Force Summary Wind Seismic Wall Line Shear (Ibs) Shear (lbs') Control _ B 1992 .1631 63 Wind Project: Gridline B Engineer: RKB Design of! Shear Walls Panel Thickness Panel Orientation Nail.Type Anchor -gold D.iam. Stud Spacing Spec ;Grav'Of Framing Fnd Sill Plate.Grade AB in 2X Sill AB in 3XISill Sill Plate/Rim Anchorage Index.g Nail, 1 12d 2 16d 3, 20d 4 30d 5 1/4" SDS 6 A35. 7 A34 Summit Structural Design 3/8 i=�M Short Dimension Across Studs -8 -d:4; 1/27. 16 in o.c. 0;5 620 lbs 730 lbs ,Nail Length. 3.25 3:5 4 4.5 3`.5 Embed 0.135. 1.75 0.148 2.0,0 0:177 2.50 0.192 100' 0.25 2:00 Shear Wall LyJ SW Plate Fastening Edge Nail (in) Load (lbs) Fastener # Spacing 6 260 1 7,6 inches 4.* 350 .1 5.7 Inches 4, Note 1 . 380 1 5.2 inches 3, Note 1 490 1 4.0 inches 2, Note 1 640 1 3.1 inches 44; Note 1 160 :3 4.1 inches 33, Note 1 980 3. 3:2 :inches 22, Note 1 1280 3 2.4 inches. 1. Use 3X framing.at adjacent;panel edges -and stagger nailing; Cd: Load „ LyJ 1.6 189 1.6 261 1.6 272 1.6 544 1.6 6.9.5. 1.6, 515 SW Rim Fastening :(No P..ly E:N.) AB Spacing=(ft) Fastener•# Spacing 2X Sill 3XSill 6 32.1 Inches;3:82 4:49 6 23.8. Inches. 2:83 3:34 6 21.9 inches 1.31 3:07 6 17.0 Inches 1.01 2:38 6 13.0 inches NG 1:83. 6 .11.0 inches NG. 6 8:5 inches, NG 1:19 6 6.5 inches NG 0;91. Summit Structural'Design I Project: Gridline B Engineer: RKB Design of: Shear Wall Franling, Total, Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity OT OT M&Mg Net, Wall Load Length Load Edge Nail Length. Length Ratio Load Height Moment Moment oment. M/0 Line (lbs) (ft) If (in) (ft) (ft) Factor (lb/ft) (ft) (ftdi)), (fi:716) (lb) 7 1-w 1992 13.75 145 6" 13.75 1335 -1.00 200 16, 19920 18906 624. 1 -eq 1631 23.75 11.9 6'? 1.3,75. 13.75. 1.00 200 10 16314 18906 361 Sum:m:it .Structura ` Design Project; Gridline B Engineer: R'KB Design of : Lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be -dragged Load Type Line (lbs) (ft) (plf) (ft) (Ibs) if applicable 1-w 1992 71.0 28.1 24.0 673 A 1 -eq 2121, 71:0 29.19 24.0 717 A SUM -Mit Structural Design Project: Gridline B Engineer: RK -B Design of; Foundations Allowable Soil Bearing: 150;0 Psf .Concrete Compressive Strength: 2.500 psi Concrete Ste.rn Wall (NGn-Retalning): 6"'wid ' e. With (1) #4 continuous -at top and bottom of Wall and #4- at 18" .c full height. Provide #4 at 18" ox. -vertical developed .by hook intolooting U,.N-. 0 Continuous footings: Size Thick. (in) Width. (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875 (2): #4 Cont. 18 12 22150 (3) #4 cont. 24 12, 3000 (3) #4.:cont. 30 12 3750 (4,)#4 cont. Spread Footings: Label Size Thick. (in) Reinforcing Each Way Cap.. Kips FI 1'=0" Sq. 12 1) #4 1.5.. F1.5 11-611 Sq. 12 (2) #4 3.375 F2 2'-0" Sq.. 12 (3) #4 6 F2.5 21-611 Sq. 12 (4) #4 9.375 F3 T -V' Sq.. 12 (41) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 1.8.375 F4 41-011 Sq. 1.2 -(5) #4 24 F4.5 41-611 Sq, 1.2 (6) #4 30.375 F5.' 5.1-ffl Sq. 12 (7), #4 37.5 F5.5 5'-6"Sq. 12 (5) #5 4.5.375 T6 61-011 Sq.18 45 :54 F6.5 6'-6" -Sq. 18 (9) #5 63.375 Note: Bottom, of each footing shall be,at (east 12" below fihished.:grade dras.per.110pal feqUireme.h.ts:. I Unfactored: COMPANY Summit Structural Design PROJECT ® WoodWorks 4an..14, 2015 11:08 Ahal sis/desi n SOf71VAREfOR W000 Df$tG,V v. Typical Stud Design Check Calculation Sheet WoodWorks.Sirer 10.1 Loads: Load Type Distribution Pat- Location (ftj Magnitude: Unit. tern Start End Start End Loadl Uea is UUL IEcc. _ .. 0' 0 p f .Load2 .Snow Axial UDL (Ecc. - 0.00"1 60 plf Load) Roof constr. Axial UDL (Ecc. 0.00"1 4o plf Load4 Wind C6C Full Area Pb/Fb' *Trib Wie[Irnj Lateral Reactions (lbs): 1r M ur O O V 0' 120 '0. 00 27.20 (16.0)• psf Self-wei ht Dead Axial 11DL 0.05 16 if 45 Fcp: = 781 fcp/Fcp �. O.OG Combined (axis compression + s. de load bending) Eq.3.9-3 0,43 Dead Def -1'n negligible Live De P1'n 0.17 � Lumber Stud, D.Fir-L, Stud,. 2x6:(1.1/2"x5-1/2") Support: Lumber Stud Bottom plate, O:Fir-LStud; Bearing length = stud thickness. Spaced at 16.0" Ge, Total length: 1 T; pinned base; Load face = width(b); Ke, x Lb: 1.0 x 0.0 = 0.0 (it]: Ke x Ld: 1.0 x 11.0 = 11.0 (ft); Lateral*support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi)'and Deflection (in) using NDS 2012: 0'.17 = L/765" O.SS = L/Y40 U':31 Additional Data: FACTORS'. F/E(psi,)CD Cm Ct CL/CP CF Cfu Cr Cfrt ,CS LCO Fv' 180 1.60 1.DO 1.00 - - - - 1.'00 1.00 6 Fb'+ 700 1.60 1.00 1-00 1.000 1.000 1.00 1.15 1.00 .1.00 6 Fc' 050 4.15 1.00 1.00 0.582 1.000 - - 1.00 1.00 .4 Fc'comb 650 1.60 - 0.458 - - - - E' i.4 million 1',:00 1 00 - - - - 1-'00 i 00 .6= Emi n' 0:51 million 1:00 '1.00 - - - - 1.00 1.00 6 Fc* 850 1.15 1.00 1.00 - 1.000 - - 1.00 .1 .UO '4 'i cp sup 625 - 1.Oo 1..00 - - - 1.00 3.00 4' CRITICAL LOAD COMBINATIONS: Shear : LC H - .6D+.6W, V - 120, V design 120 .lbs Bending(+q.( LC 06 - .6D+.6W, 'H - 329 lbs -ft Deflection: LCI 116 - .6D+.42W (live) LC 116 = .6D+;42W (total) Axial LC 114 = D+S, P - 369 'ibs Combined LC 07 - D+.6Wt 11 - fc/FcE) m*O-.95, Support LC 04 - D+S; R r M lbs, Cap - '6445, Lb 1.50", Cb - 1..25 D=dead L=1dve.S=snow W=wi'nd I=impact Lr -roof live.Lcrconcentrated E=earthquake All I:C's are,listed in the Analysis output Load combinations: ASCE 1-10 / LBC 2012 CALCULATIONS: Deflection: EI =29e0G lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS.2012), and NDS DesigmSuppiemem 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATINGr Joists, wall studs, and multi -ply members, are notrated'for fire endurance. Unfactored: Anal sSs Value' Deg4n Dead Ahal sis/desi n 5 ear v. Snow Fv' � 8 fv Fv wind 199 fb 522 Goof Live 128(1 Pb/Fb' :199 Factored: fc AS Fc' L ->R 120 '0. 00 27.20 (16.0)• psf Self-wei ht Dead Axial 11DL 0.05 16 if Unfactored: Anal sSs Value' Deg4n Dead Ahal sis/desi n 5 ear v. Snow Fv' � 8 fv Fv wind 199 fb 522 Goof Live 128(1 Pb/Fb' :199 Factored: fc AS Fc' L ->R 120 '0. 00 Axial Bearing fc 45 Fc- - 977 Criterion Anal sSs Value' Deg4n Value Ahal sis/desi n 5 ear v. 2 Fv' � 8 fv Fv .08 'Bantling(+} fb 522 Fb• 128(1 Pb/Fb' 0.41 Axial fc AS Fc' 569 fc/Fc' _ '0. 00 Axial Bearing fc 45 Fc- - 977 fc/Fc• = 0.05 Support Bearing fcp = 45 Fcp: = 781 fcp/Fcp �. O.OG Combined (axis compression + s. de load bending) Eq.3.9-3 0,43 Dead Def -1'n negligible Live De P1'n 0.17 � L/765 0.37 o L/360 p,q7 Total Defl'n 0'.17 = L/765" O.SS = L/Y40 U':31 1a COMPANY PROJECT Summit Structural Design WoodWork S 6 Jan, 14; 2015'1110 sorTivARFfok w000 onicty King-T(immerfor B'.Opening Design Check Ca lculation,Sheet WoodWorks Sizer 10.1 Loads Load Type Distribution . Pat- tern .Location (ft) .Start End Magnitude. Start End Unit Loadl De- 288 gEcc. _ .00"1 1000 .lbs Load2 Snow Axia'1 7:48. (Ecc. -0.00'!) 360 ;abs Axial Lo d3 Roof constr. Axial. 569 lEcc: ='0.00".) 200 lbs Load4 Wind.C&C Full Area 977 ,tc/.F.c` 27;20 (5.00.)` ps.f' Se1P-wei ht Dead Axial Eq. 3.9-3 - .43 lbs .Lateral Reactions (lbs)! N N M .J 9 Unfactored: Anal sisVaiue - - Dead Anal -sis/Desi-n Sherr Snow Fv 288 Wind 748 Bond ing(+f Roof Live Fb' - 7:48. .Faccored: 0'87 Axial L:>R '449 569 fc/Fc= 0.14 449 Lumber n -ply, D.Fir-L, Stud, 2x6,.2 -ply (3"x5.112") Support: Non-wdod; Bearing length = column width Total.lenglh: 11" Pinned base; Load face = widlh(b); Built-up fastener: nails, Ke.x Lb; 1.0x0.0= 0.0 (ft); Ke x Ld:'1.0:x 11:0 = 11.0 (ft); Lateral support: top =. Lb, bottom =. Lb; Repetitive factor: applied where. permitted (refer. to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) usina .NDS 2012 Criterion - Anal sisVaiue Desi n Value, Anal -sis/Desi-n Sherr v - 41 Fv 288 fv Fv' - 0:14 Bond ing(+f fb, - 979 Fb' - 1.120 fb/Fb' = 0'87 Axial fc- 81 'Fc' _' 569 fc/Fc= 0.14 Axial Bearing fc = 81 Fe' _ 977 ,tc/.F.c` 0.08 Combined (axis compression.+ s do`load_.bending) Eq. 3.9-3 - 0:9? 'Dead De'fl'n negligible. -Live Defi''n 0-.32. - 'L/408 0.37 - 0360. Total Defl-'n. 0..32' = .L/4'08 1, 0.'55 - L%240 .0.88 0.59 Additional( Data: `FACTORS: F/E(psi).CD CM Ct CL/CP CF Cfu. Cr CfrtCi LCR' 1'v' 180 1.60 1.00 1.00 - - - - 1.:00 '1.00 '6' 1b'+ 100 1.60 1,00 1.00 1,000 1.000 1..06 1.00 1:00 •1.00 '6 Fc' 8.5.0 1.15. 1.06 1..00 0,582 1.600 - - 1:00 1.00 4 ,F 'Comb 850 1.60 - - 0.458 - - - - - 7 E' 1.4 mill'i'on 1.00 1..00' - - - 1.00. 1.00 6 Enin' 0.51 million 1.00 1.00 - - - - 1.;00 1.-00 61 'Fc• 850' 1.15 1.00 '1 00 - 1..000 - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : 4C 86 - .6D+.6W, V - 449, V design = .449 lbs Bending (+):'LC 86 - .6D+.16W, M - 1234 lbs -ft Deflection: LC N6. - .61>4 .42W 1'live) LC 86 - .6D+:,4241 (total) .Axial LC 114 - D -a, P - '1343 lbs Kf - 1.00 Combined i LC 117 - D+.6W•_ (1 - fc/FCE) _ .0.91 DF -dead 1,=1ive S=snow W -wind I=Impact Lr -roof -live Lc -concentrated E -earthquake All LC's,are listed -in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 29e06 lb-int/ply "Live" deflection - Deflection from'all.non-dead loads (live, wind, 'snow...I - Total Deflection - 1,.50(Dead - Load -Deflection) +Live Load Dof•lectlon. Design Notes: 1. Wood Works analysis and design are In'accordance with.lhe ICC International Building Code (IBC 2012), the National Design Specificafion (NDS 2012), and NDS Design Supplement: 2. Please verify that the default deflection limits are appropriate for.your•application. 3. BUILT-UP COLUMNS: nailed or bolted buil!-up column'shall conform to the provistons,of NDS.Clause .15.3: 4. FIRE RATING: Joists, wall studs, and multi -ply, members are not rated. for fire endurance: 1.1 Summit Structural Design Project: Gridline B Engineer: RKB , Design of: Roof -Framing (Conventional) Roof Loads DL= 16 psf LL= 20 psf S= 28..5 psf Roof plywood - 5 8— lywood:5/8" APA rated Exterior plywood or OSB. Apply face grain perpendicular to ing, Stagger -panels and' nail with.Scl,at.6" oX. edgesand 12" o.c.•fiield. Edge nail at gable ends, drags strap lines, blocking;.and all -supported edges.. COMPANY PROJECT .SD ummi( Structural esign WoodW,o r l _ s n Jen. 14, 2015 11:02 $oFrVVARF FOR W6 DDISIC.N' BBeml Design Check Calculation Sheet WoodWorks Sizer 10,1 Loads: Load Type Di'stribntion Pat- Location (ft)' Magnitude Unit Snow 2968 1;625 tern Start End Start End Loadl - Dead' Fu rFArea TOtal 4393 ,-,0,0) ps L'oad2 Roof Constr.. 'Snow Full Area ,Length 1:28 )0.60(20.00)` psf. Load3 1.'2.8 Full Area 0.48 . L/240 28.50(20.00)` psf. Self -weight Dead Full UDL 0.64 = L/180. .1.4.7 PH r.t,t;i Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-7 3" Unfactored: lAnalysis value Dead 1625 sis/Desi ri Snow 2968 1;625 Roof ,Live 1991 2768 Factored:- fb 1943 TOtal 4393 fb/!b' _ .o,7o 9eart :ng: 0.06 4393 , ,Length 1:28 3 Mini read 1.'2.8 1:28 0.48 . L/240 1.28 Timber -soft, D:FIr-L, No. 1, 6x12 (5.1/2"x11-1/4") Supports: All - Timber-softeeam; D.Fir-L No.2 Total length: 9-8,6' Lateral support: lop= 24 bottom=.at supports; (in) Analysis vs. Allowable Stress (psi) and Deflection (in) „Sino Nos 2012: Criterion lAnalysis value Desi n ValueAnal sis/Desi ri Spear v 84 FV = 195 tv.Fv7 -__5'13 .ending(c) fb =.1090 Eli.' - 1549 fb/!b' _ .o,7o Dead Def'n l 0.06 <L/999- -- 1.00 1.00 - 3 Live De.fl'.n 0.10 <L%999 0.48 . L/240 Total Defl'n 0.20 L/585 0.64 = L/180. 0..31 Additional Data: FACTORS: F/E.(ps4)CD CM ct CL CF Cfu Cr Cfrt: Ci Cn LC8 F'v' 170 1.15 1.00 1.00 - - - - 1:00 .1.00 1.00 3 Fb1+ 1350, 1.15 1..00 1.00 0.998 1..000 1:00. 1.00 1.00 1.00 -1 Fcp' 625 - 1.00 1.00. - -- - - 1.00 1.00 - - E' 1.6 million 1.00 1:.00- - -- 1.00 1.00 - 3 Emin' 0:58 roil -lion 1,00 1.00 - -- - 1..00 1..00 - .3 CRITICAL LOAD COMBINATIONS: Shear LC 03 = D+S, V - 4346, V design 3449 lbs 'Bending(+): LC 9.3 - Df S, M - 10437 lbs=ft Deflection: LC 13 = D+S (live) LC 83 = D+S (total) D: -dead L=live S -snow W=wind I=Impact Lr --roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Defloction: EI - 1044e06 lb-in2 "Live" deflection = Deflection from all non -dead -loads (live; wind, 'snow:..). Total Deflection = 1.50(Dead Load Deflection) +.L'ive Load Deflection. Design Notes: 1. Wood Works analysis and designere in acodrdancewith the ICC Internalional.Building Code (IBC 2012), the National' Design Specification.(NDS 2012), and NDS Design Supplement: 2. Please verify that the default deflection limits are appropriate'for.your'application. 3.. Savor lumber bending members shall be laterally supporled according.tolheproVisions of NDS Clause,4:4.1. a 'QD Wood Wo r ksl sarrlti'ARF FQF t 606 0-rhaw COMPANY PROJECT Summit Structural Design Jan. 14, , 2015 11:06 Design Check, Calculation Sheet Woodwofks Sizer 10.1 Loads:: Pi Load Type Distribution.Pat- Design. Location [ft] Magnitude Unit fc = fc = 215 215 Fc' = Fc* .=- tern Start End Start Eno 1.00 - 1.000 Loadl Dead Axial (Ecc. = 0.0011) 2320 lbs Load2 Roof live. Axial O=dead L=live 8=snow W=wind (Ecc.. = 0.0011) ' 290,0,, ib -S Load3 Snow Axial, *(Ecc, =..0.00") 4 133 lbs [Self -weight Dead Axial 52 1 lbs Lateral Reactions (lbs):: 7-4- __q 0 70 ry 71-311 Tirnber=soft, D.Fir-L, No.2, W (5-1/2"x5-112") Support: Non -wood; Bearing length = column width Total length: T-3.0"; Pinned base; Load face =-width(b); Service: wet; Ke x Lb: 1.0 x-7.25 = 7.25 [ft]; Ke x Ld:1.0 x,715: -1.2-5 [ft]. Analysis vs. Allowable Stress: fi3sill and Deflection Uni iininn Nn.q 7n17 Criterion Analysis Value Design. Value Analysi.s/Desicfp Axial Axial, B!aarin2 fc = fc = 215 215 Fc' = Fc* .=- 64.-1 73,3 f d /Fc 0,3 J4 fc/Fc:* 0,.2 9 Additional Data: FACTORS: F/ * E(psi')CD CM Ct CIL/PP QF CfU Cr Cfrt C -i LCf Fc' 700 1.15 0.91 1.00 0.:876 1.00,0 - liop 1,001 Fc* 700 1.15 0.51 1.00 - 1.000 - 1.0.0 .3 1. 0,01 3 CRITICAL LOAD COMBINATIONS: Axial : LC U = D+S * , P = .6505 lbs O=dead L=live 8=snow W=wind .I=impact Lr=roof li've Lc--concentrated.E=e.arthqtk4,ke All LC's are listed in the Analysis output Load combinations; ASCE 7-10 / IBC 2012 Design Notes: 1. WoodWorks analysis nalysis and design are in accordance with the ICC* International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 1� JOB: BCCC ® LOCATION: Berry Creek, C M iTe k. TRUSS ENGINEERING POWER TO PERFORM. 1° MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax:(916)676-1909 PERMIT # � � � � BUTTE COUNTY DEVELOPMENT SERVICES REVIW D FOR COD CEMPLIANCE DATE ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS H 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT w -o3 0� BUTTE COUNTY FEB 19 2015 DEVELOPMENT SERVICES Nro- — This Image was created with TIMBER PRODUCTS INSPECTION 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone: (360)449-3840 ® Fax: (360)449-3953 �j fir 6,0 ,!l 10 I r 4 Berry Creek BUTTE COU NTY •E � ; -community church = SUILDING- DIVISION Bald Rock Road APPROVEY' Berry Creek Ca. 95916 - .v 4 � �" a,~'"}` 4r .� `r ^'Y� gyp. ��eY'� i' S. .., +:yi *'. ✓, ,. � '' - 30 r _ Fll ' S A20 Z dca- ' i7G� C 4 A10 Berry Creek BUTTE COU NTY •E � ; -community church = SUILDING- DIVISION Bald Rock Road APPROVEY' Berry Creek Ca. 95916 - .v 4 � �" a,~'"}` 4r .� `r ^'Y� gyp. ��eY'� i' S. .., +:yi *'. ✓, ,. � '' - MiTek USA, Inc. • 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 - Telephone 916/676-1900 t Re: BCCC Fax 916/676-1909 BCCC ' The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my'direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R43572015 thru R43572021 My license renewal date for the state of California is December 31, 2016. - Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. , f 4gQFESS/p o '764,2$ cr Or - 7k - S'fgr C V1 January 8,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the ` responsibility of the building designer, per ANSI/TPI 1. , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause. Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-48 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for tens system, e.g. " and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0.12. 2. Truss bracing must be designed by an engineer. For T T 2 3 TOP CHORDS ci-s C2-3 wide tnra spacing, Individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O �y� ; Oz 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U designer, erection supervisor, property owner and plates 0 -'Ag' from outside a- u U all other interested parties. edge of truss. 0 0- 5. Cut members to bear tightly against each other. c BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the 8 7 6 5D int and embed fu . Knots and wane at joint {ocations by 1. required direction of slots in are regula ed ANSI/TPI connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSVTPI I. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOiNT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design isnot apPlicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of buss fabricator. General practice ls to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, E -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates IOCatIOn where bQOringS (supports) occur. Icons vary but © 2006 MiTek(8) All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review iso portions of this design (front: back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone Is not sufficient. OSB -89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ira PERFORM" ANSI/TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 16:08 Job Truss Truss Type Qty Ply BLOC - Scale = 1:71.0 TOP CHORD NOTCHING ALLOWED IN AREAS 1Ox14 MT18H WITH STACKED TOP CHORD ONLY; 843572015 I BCCC A10 GABLE 1 1 3x6. 5 3x6 . _ .. -_. ,.. ........ •4) Unbalanced snow loads have been considered for this design. 6x6 II 7430 Job Reference (optional 1252013 EI ITek!nd,mAes Inc Thu len 0815:36:112015 Cene1 End—, Humes. 0-111.. CA 95965 ..,...................... ......... ..._--..._-, ..._. ..._ __.. __ ._.__... __._ . _e_ . ID:Jxy5?6k3b3a WNeAafgRnmzxLlr-YZHPwarBZgVpHs6S?x4kRsl67aQlsj8slcAYbmzxLal -2-0-0 6-4-5 12-2-3 la -0-0 23.9-13 _ _ 29-7-11 2-0.0 6-45 5313 59.13 59.13 59.13 - 6-4-5 2-0-0 - Scale = 1:71.0 TOP CHORD NOTCHING ALLOWED IN AREAS 1Ox14 MT18H WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. quality storage, delivery, erection and bracing. consult AANSSII/�TPgll Quality Criteria, DSB-89 and BCSI Building Component Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3x6. 5 3x6 . 6.00 12 3x6 % 3x6 k 6x6 I I 10x10 •4) Unbalanced snow loads have been considered for this design. 6x6 II 10x10 36 4 2x I 6 3x5 10x10 i 3x5 5- 72 x4 73 12x4 3x5 10x10 . i 3x4 i 2x II 7 3x4 3 3x4 l 2 11 2x I I 3x4 2 II li 114 2x4 I A 2 2x II a 9 1$ 1 fit between the bottom chord and any other members, with BCDL = tO.Opsf. 5x8 —_ 13 74 75 12 76 77 11 78 79 10 3x4 = 5x6 = 5x8 = 3x4 = 7-6-5 14-8-2 21-514 28511 36.0-0 7S5 811-13 811-13 811-13 7-85 Plate offsets (X.Y): [2:0-4-0.0-3-11, [4:0-5-0.0-6-81, [4:0-1-3,0-3-01, f5'0-2-0.0-7-41, f6:0-5-0 0-6-81. [6:0-1-3.0-3-01, f8:0-4-0.0-3-11, [11:0-3-0.0-3-41, [12:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.19 11-12 >999 360 MT20 2201195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.37 11-12 >999 240 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Weight: 372 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-30 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer stallation REACTIONS (Ib/size) 2=2235/0-5-8 (min. 0-2-6), 8=2235/0-5-8 (min. 0-2-6) Max Horz 2=186(LC 9) Max Uplift 2=303(!_C 10), 8=303(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3873/410, 34=36481439, 4-5=2786/406, 5-6=2786/406, 6-7=3647/439, 7-8=-3872/410 BOT CHORD 2-13=265/3354, 12-13=167/2706, 11-12=51/2038, 10-11=167/2707, 8-10=265/3353 N 1 a, BUTTE COUIN ii � `� WEBS 5 -11= -119/1155,6 -11=1012/183,6-10=75/744,7-10=-491/133,5-12=-120/1163, Design valid for use only vrith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 4-13=75/745, 313=-492/133 BUILDING DIVISION NOTES P P R ® E D Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; / \ !/ Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry quality storage, delivery, erection and bracing. consult AANSSII/�TPgll Quality Criteria, DSB-89 and BCSI Building Component Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 7777 Greenback Lane, Suite 108 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 •4) Unbalanced snow loads have been considered for this design. - ` --C '4� 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs F;S.S/Qp,�, non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated.() Q ,YV, `•.. 1 NIQ 7 All are 1.5x4 MT20 unless otherwise indicated. plates 8) Gable studs spaced at 1-4-0 oc. �? !L 0 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W V 7642-- 1 fl 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = tO.Opsf. '. �X�, 21 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 2=303, 8=303. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard] civil-�P January 8,2015 A&N'AR! AQ-YE!ftiQC1!¢?!Yd±d±±IC�!iRn9Rfp!)ails(jOtTH(aANq(1 I(jQEQd6(iElfNEfEAE;Y DA.BE0-Q{(13/�r;s.(/d�(dD.(9RFfRRJlE Design valid for use only vrith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality storage, delivery, erection and bracing. consult AANSSII/�TPgll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 108 Sf�adbrication. Net4cYontrol, 1-1T!!9i4f lrrWF£ftsa ��8 q�MiA W. IHFE?F2eWitviE E7!?EiftR A�II d. Citrus Heights. CA, 95610 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause. Property 3/4 Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft4n.- ixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides of muss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T �' 2. Tans bracing must be designed by an engineer. For individual lateral braces themselves T I I 2 3 TOP CHORDS C1-2 c2a wide truss spacing, may require bracing, or aRemative T,1, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never Cly stack materials on inadequately traced trusses. O �• ; � ; iY Oz 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a designer, erection supervisor, property owner and plates 0 -'Ag' from outside a �' u U all other interested parties. edge of truss. 0Oc� a0 S. Cut members to bear tightly against each other. r 6. Place plates on each face of tens at each BOTTOM CHORDS This symbol indicates the 8 7 6 5 amt and embed fully. Knots and wane at joint locations by ANSI/TPI 1. required direction of slots in are regulated connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSUTPI 1. *Plate location df:talis available In MITek 20/10 SOtIWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at fime of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design isnot applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indcated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and In all respects, equal to or better than that specified.. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purges provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates IOCatIOn Where bearings (supports) occur. Icons vary but © 2006 MTekG All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review portions of this design (trout, back. words Plate Connected Wood Truss Construction. ® to and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide tp Good Practice for Handling, POWER Ira PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type pC NOTES / 1PP R OV 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate ]0ty 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 843572016 SCCC All COMMON 4 1 13.8—__ 3x8 = 13 16 17 12 18 19 11 20 Job Reference (optional cnaeavur numea, �mn a, a,n euxu a, - I D: Jxy576k3b3a_WNaAafg R nmzx Llr-0IrnBwsp K7dgvOheYeczz4aDG_16b9ZOXG&v5O7 D zxLaH 20 12-21 18.0.0 9-1 3, 360-0 9-13 .4.5 30-0A 645 3 9 - - Scale = 1:65.7 5x5 = 5 It9 9 I �` p TT B UC COU1 N I WEBS 511=124/1162,6 -11=1010/184,6 -10=-77/703,7-10=-441/137,5-12=-124/1162, BUILD'nG®IVIStlO 4-13=77/703,3-13=441/137 K94.12=1010/184, NOTES / 1PP R OV 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate 1$ 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.0i 13.8—__ 3x8 = 13 16 17 12 18 19 11 20 21 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10 7642 i F1 3x4 = 56 = 5x6 = LOAD CASE(S) Standard . 3x4 = - 7-fi-5 14.62 21.514 26511 I 360-0 71'x5 611-13 611-13 611-13 7565 Plate Offsets (X.Y): 12:0-8-0.0-0-61. [3:0-3-0.Edoel. 17:0-3-0. Edge], 18:0-8-0.0-0-61. 111:0-3-0,0-3-41. [12:0-3-0.0.3-41 -LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.23 11-12 >999 360 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.46 11-12 >934 240 TCDL 10.0 • Rep Stress Incr YES WB 0.67 Horz(TL) 0.16 8 n/a n/a BCL 10'0 Rnni Code IBC2012/TPI2007 (Matrix) Weight: 181 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING TOP CHORD BOTCHORD REACTIONS (Ib/size) 2=2235/0-5-8 (min. 0-2-6), 8=2235/0-5-8 (min. 0-2-6) Max l o1= 2=190(LC 8) i Max Uplift 2=303(!_C 10), 8=303(1_C 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3748/397, 34=3530/434, 4-5=2732/405, 5-6=2732/405, 6-7=3530/434, Structural wood sheathing directly applied or 2-2-1 oc purlins Rigid ceiling directly applied or 111-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 7-8=-3748/397 BOT CHORD 2-13=24913205, 12-13=153/2620, 11-12=-4311992, 10-11=153/2620, 8-10=249/3205 9 I �` p TT B UC COU1 N I WEBS 511=124/1162,6 -11=1010/184,6 -10=-77/703,7-10=-441/137,5-12=-124/1162, BUILD'nG®IVIStlO 4-13=77/703,3-13=441/137 K94.12=1010/184, NOTES / 1PP R OV 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.0i E-- 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4,q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=303, �Z 8=303. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7642 i F1 LOAD CASE(S) Standard . CXg) 10/Q410019 SfA CIVI January 8,2015 y�IYAN!%I VE±>tyQCtrQ??Dd(ti!±?CIR!i3!?Q$FJIA%TFflR%THIaA�4f?�i9d1fTEJfAEiEAEPbCAQE00Ff 7t3r2K.1/dF/dD.l?kifflNk[M man Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibTty of building designer- not truss designer. Bracing shown SHE is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ Sf�afbricado rn�,pqualiity control, storage, d�selivery, erection and bracing, consult A2,NSSIIe/�Ti'lll dQpuuality Cdterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Welly pn?or Vlr o p!'Iv�rTi9?f 4rrorn Tn Tt:af Elle c� en, If! N Le Stye 4f!9�M 3l jE+!@'U!®F�J.1�rV 2773314. Citrus Heights, CA. 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION ' Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4,8 dimensions shown in 114n -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) .Apply plates to both sides of truss + " 1. Additional stabifity bracing for truss system, e.g. and fully embed teeth. ` diagonal or x -bracing, Is alwbys required. See BCSL ,. - - r 2. Tens bracing must be designed by an engineer. For 0'1 2 3 wide tnra spacing, individual lateral braces themselves TOP CHORDS may require bracing, or aflemative T, I, or Eliminator T bracing should be considered. i i C1-2 c2-3 WEBS 4 = 3. Never exceed the design looding.shown and never p stack materials on Inadequately braced trusses. O �• 3� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate rJ �, a000" = designer, erection supervisor, property owner and interested plates 0-'na' from outside a u U all other parties. edge Of truss. - a0 5. Cut members to bear tightly against each other. cry BOTTOM CHORDS _ 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 b olnt and embed fuM. Knots and wane at joint {ocattors by ANSI/TPI 1. 'required direction of slots in are regulated connector plates. 7. Design assumes trusses will be suitably protected from R the environment In accord with ANSI/TPI 1. ° Plate locatlon details avollable In MITek 20/20 ' software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE - shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not ap cable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate ' CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular responsibility of tans fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or. Eliminator bracing . NER-487, NER-561 ; spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, - or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates (OCatlOn Where bearings. (supports) occur. Icons vary but flo 0 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. " 16. Do not cut or after truss member or plate without prior approval of an engineer. 1 reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. - 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consuti with ' project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal design (from, back, words 19. Review all portions of use. a� pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® Is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice fu Handling, POWER rO PERJr0RhL` . ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M11-7473 rev. 10208 Job Truss Truss Type Qty Ply Bccc I/deft Ud - GRIP TCLL 37.0 R43572018 I BCCC A23 SPECIAL 9 1 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 Job a erence o do all enaeawr nomes, urovkae, cr. nasoa rage ID:JxyS?6k3b3a WNaAafgRnmzxLlr-MjfgBdwy9gFy?nacLCB9g7H2X?QiGSIIgXdspazxLaC -2.0.04Fr2 12-2-8 , 15-1-4 18.0-0 - 20.10.12 23.9.8 27-7-11 31-514 36-0-0 38-0-0 2-40 4Fr2 - 3.10.3 310-3 2-10.12 2-10.12 2-10.12 2-10-12 310.3 3.10.3 4-8.2 2.0.0 Scale = 1:66.8 M �1 3.00 12 1.5x4 II 8 4i'r2 8-4-5 12-2.8 151-4 2410.12 23-9$ 27-7-11 31-514 36-0-0 4S2 310.3 31 .3 2-1412 S&8 2-10.12 3.1 0.3 310.3 4-fi-2 Plate offsets (X.Y): r2:0-30.0-2-8l.f3:0-30.0-3-0t, fl l:0-3-0.0-3-01. 112:0-3-0.0-2-8), 116:0-3-12.0-3-81. (19:0-3-12.0-3-81 -,LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.66 17-18 >645 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 1.00 Vert(TL) -1.40 17-18 >305 240 k M18SHS 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.94 12 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight: 225 Ib FT = 20% BCDL 10.0 LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 *Except*' 16-19: 2x6 OF No.2 G WEBS 2x4 OF No.2 REACTIONS (Ib/size) 2=2235/0-5.8 (min. 0-2-5),12=2235/0-5-8 (min. 0-2-5) Max Horz 2=190(LC 8) Max Uplift2=303(1-C 10), 12=303(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6937/601, 3-4=6749/627, 4-5=5914/547, 5-6=4315/440, 6-7=4271/479, 7-8=427111479,8-9=43115/440, 9-10=-5914/547, 10-11=6749/627, 11-12=-6937/601 BOT CHORD 2-21=-455/6187, 20-21=-468/6220, 19-20=-433/6184, 18-19=267/4924, 17-18=-57/2971, 16-17=267/4924,115-16=433/6184, 14-15=-468/6220,12-14=-455/6187 WEBS 7-17=195/21176,8-117=3611/65, 9-17=-1834/193, 9-116=1119/1696,110-116=841/1138, 10-15=0/279,7-118=1195/2176, 6-18=361/65.5-18=1834/193, 5-19=119/1696, 4-19=-841/138, 4-20=0/279 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=303, 12=303. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard -QgOF�SS�p��, w; 76428 z. W, 12/3112911 ; CIV 11. " January 8,2015 W/)RN1N4 yE+>t/ QCIfgR Od!dn?EtR!F d??4 AEA9 %%A >34 (1f(9,k ( LME4 Xf(F f AfFEk YABE W(I l?}7 Ci 6. f def 1Glt 6i/PR 1 Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomlbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 5fpafbrication..0quality 4cvontrol, storage, delivery, re}rrection and bracing. consult 2A,NSSII/TTPP11 dQdugatity Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 p i4��7IINV.1100.�1}�IMrR Ef IsoEPF£F1EH,k mIT, iB kA-INEE 9fB E1i"R ETT2�EHYE LRI�E(EYi�3 l>jkAa22314. Citrus Heights. CA. 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause. Property 3/4 Center plate joint unless x, y offsets are indicated. cated. b-4-8 dimensions shown in ftsud Damage or Personal Injury a ry Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss I 1. Additional stability bracing for truss system, e.g. and fully embed tealli. diagonal or x-bracing, Is always required. See BCSI. 0.1 W, 2 Truss trusssp ding, Indidesividual lateral bracned by an ineer. For themselves 1 2 3 TOP CHORDS widees may require bracing, or aftemative T, I, or Eliminator —� bracing should be considered. i cr z caa WEBS 4 3. Never exceed the design boding shown and never O Cly stack materials on inadequately braced trusses. O �� ;� ; 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U i 0 delignew, erection supervisor, property owner and interested plates 4'nd' from outside a +' u U ail other parties. edge of truss. 5. Cut members to tear tightly against each other. cx c6-70- 0 BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the8 7 6 5 1oint and embed fully. Knots and wane at joint locations by ANSON I. required direction of slots in are regulated connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/iPI I. *Plate location details available In MITek 20/20 software or upon request. B. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of buss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimenslons PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purfins provided a1 output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14. Bol tom chords require lateral bracing at 10 ft. spacing, or less, ff no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where beorings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 14. Review portions of this design pi back, words Plate Connected Wood Truss Construction. ® ing and pictures) before use. Reviewing pictures alone to Is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20: Design assumes manufacture in accordance with Cuide to Good Piuc:lice for Handling, POWER TO PERFORAC" ANSVIPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 • to Job Truss Truss Type Qty Ply BCCI -LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 843572019 BCCC A24 SPECIAL 6 1 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 1.00 Vert(TL) -1.40 17-18 >305 240 ob 6a erence (optional) en°eawr Homes, vrovme, �n ma°n ID:Jxy576k3b3a WNaAafgRnmzxLlr-J6mOcJxChHVgF5LTdEdlYM01o5AkMF28r6ztJzxLaA -2-0-0 4.6.2 8-4-5 12-2-8 15-1-4 18.0.0 20.10.12 239.8 27-7-11 31-514 36-0-0 38.0-0 2-0-0 482 3-10.3 310-3 2-1, 2 2-10-12 2-1112 2-10-12 110-3 310-3 4.2 2-5-0 Scale = 1:68.8 54 II 4 546 i 3 7 1II 6.00 12 .5x4 8 4>:"� 30 19 20 2 21 4x10 \\ 8x121 3x10 II 5x12 % 3.00 12 1.5x4 I I 8 2 4x6 9 31 10 5x6 11 II 17 6x8 1.5x4 II - 1.5x4 II j�2 II16 15 M18SHS = 4x10 1.Sx4.ER4 II RESTRAINT BY OTHERS 4-6.2 &4-5 12-2-8 151-4 20.V2 23.941 27-7-11 31-514 38-0-0 482 310-3 310-3 2-1'12 59-8 2-10-12 310-3 310-3 482 Plate offsets KY): 12:0-3-0,0-2-81. 13:0-3-0.0-3-01, [11:0-3-0.0-3-01, fl2:0-3-0.0-2-81, n6:0-3-12.0-3-81, [19:0-3-12.0-3-81 -LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.66 17-18 >645 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 1.00 Vert(TL) -1.40 17-18 >305 240 M18SHS 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.94 12 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 252 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 16-19: 2x6 DF No.2 G JOINTS 1 Brace at Jt(s): 17 WEBS 2x4 DF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta alio u'de REACTIONS (Ib/size) 2=223510-5-8 (min. 0-2-5), 12=2235/0-5-8 (min. 0-2-5) Max Hoa 2=190(1_C 8) Max Uplift2=303(LC 10), 12=303(1_C 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6937/601, 3-4=6749/627, 4-5=5914/547, 5-6=-4315/440, 6-7=4271/479, p- 7-8=-4271/479, 8-9=-4315/440, 9-10=-5914/547, 10-11=6749/627, 11-12=-6937/601 g��C V1 J �� V v BOT CHORD 2-21=-455/6187, 20-21=468/6220, 19-20=-433/6184, 18-19=267/4924, 17-18=-57/2971, BUILDING D IVI S I O iV 16-17=267/4924,115-16=433/61184, 14-15=-468/6220,12-14=-45516187 WEBS 7-17=-195/2176, 8-17=361/65, 9-17=-1834/193, - 8 19/1696, 10-16=-841/138, 10-15=0/279,7-118=1195/2176, 6-18=361!65, 5-188=1118334/193, 5-19=119/1696, APPROVED 4-19=-841/138,4-20=0/279 NOTES 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 c 3) Unbalanced snow loads have been considered for this design. '1 1 OF ESS/0 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs p Q non -concurrent with other live loads. f; �QI N f Q 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise Indicated." i✓j2. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.' 76428 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q 9) A plate rating reduction of 20% has been applied for the green lumber members, EXP, 12/31/2016" 10) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. -11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=303, C It 12=303. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QF CAP. LOAD CASE(S) Standard January 8,2015 �IYAR%4%� 1!C!±flQf1!¢9Dd!li?!tEr2!id!WDA$%SA?Jilfll/THf�AN9fNLGPF4?%fTE1fRfFfRflb YA13E6fIF1?iif'vc..1/fd$fdDfORiiflRkli _. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, e�rrection agnd bracing. consult A2,NSSII//TTPgIpI dOugalfly Criteria, OSB -89 and SCSI 8u8ding Component 7777 Greenback Lane, Suite 109 tilty*il°esn`�°me�se�}oi�±toef!j.M .10 fflt P_IfitWrlrFBafEe.S1i1F!EQ1lEEFI>!FlK+lp2�Et1Q94111 14 CWsHeights, CA95610 Symbols'- Numbering System ®' General Safety Notes PLATE LOCATION AND ORIENTATION 3/Center _ Failure to Follow Could Cause Property plate on joint unless x,.y offsets ore indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury F Dimensions are in ft-in-sixteenths. )Drawings not to scale) , Apply plates to both sides of truss ; 1. Additional stability bracing for truss system, e.g. and fully embed teeth. ry diagonal or X-bracing, is always required. See BCSI. 1/1 d y ' �' 2. Truss bracing must be designed byan'engineer. For ' T T 1- 2+ 3 TOP CHORDS C1-2 wide tnra spacing, individual lateral braces themselves may require bracing, or attemative T, I, or Eliminator bracing should be considered: WEBS 4 3. Never exceed the design loading shown and never p �, stack materials on inadequately braced trusses. O �• ` �y� 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation; locate U f designer, erection supervisor, property owner and plates 0-'ad' from outside a U +' v all other interested parties. edge of truss. 0 a0 5. Cut members to bear tightly against each other. cr - co-? ,— ~ �� BOTTOM CHORDS �.x 6. Place plates on each face of tens at each This symbol indicates the 8- 7 65oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSlf1PI 1. Connector plates. -7. Design assumes innses will be suitably protected front the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 Software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE • shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ' PLATE SIZE THE LEFT. 9. Unless a ressty noted, this design a not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 10. Camber is o nonstructural consideration and is the , 4 x 4 width measured perpendicular responsibility of taus fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and ' In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 H. spacing,' BEARING or less, ifno ceiling is installed: unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise: ;_ - r Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' ANSI/TPI1: Notional Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.m ® and picturesbefore use. Reviewing pictures alone DSB-89: Design Standard for Bracing. M I Te Isnot sufficient. BCSI: Building Component Safety Information, i\ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORAIll." ANSWI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 14'08 Job Truss Truss Type Qty Ply BCCI I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 843572020 BCCC A30 GABLE 1 1 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.17 Vert(TL) 0.02 Job Reference (optional enaeawr Homes, �rovme, �.h oowo rayc I ID:Jxy576k3b3a_WNaAafgRnmzxLlr-FUuB1TiSCulOUPtNalG5rzSs2c_fCMwLb9b3yBzxLa8 -2.00 18-0-0 36-0-0 36-0.0 2-00 18-0-0 18-00 Scale = 1:66.8 3x5 3x6 = 13 14 15 6.00 12 1116 17 11 . 10 �ltw 18 _ 9 84% 19 X4920 21 6 22 3x6 i 5 23 24 3x6 3 4 25 43 42 41 40 39 38• 37 36 35 34 33 32 47 46 45 44 5x6 = 5x6 = 31 304 '1 29 28 3.00 12 26 N 2711 3x5 ZZ 12-2-8 11-7-0 12-2-8 ' Plate Offsets (X,Y): 114:0-3-0,Edge) -LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 27 n/r 120 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.17 Vert(TL) 0.02 27 n/r 90 4) Unbalanced snow loads have been considered for this design. TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 26 n/a n/a � BCLL 0.0 ' Code IBC2012/rP12007 (Matrix) 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Weight: 194 Ib FT = 20% BCDL 10.0 41, 40, 39, 36, 35, 34, 32, 31, 30, 28 except Qt=1b) 2=128, 26=128, 46=119, 29=119. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 42, 33, 38, 37, 47, 46, 45, 44, 43, 41, 40, 39, 36,35,34,32,31,30,29.28. In 2012 International Building Code 2306.1 ANSI/TPI 1. \ SJ CIV jil , LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-47,46-47,28-29,26-28. futiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS All bearings 36-0-0. (lb) - Max Horz 2=190(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 42, 47, 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30, 28 except 2=128(LC 10), 26=128(LC 10), 46=-119(LC 15), 29=-119(LC 16) Max Grav All reactions 250 Ib or less at joint(s) 42, 33, 38, 37, 46, 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, "` O* U `�-g 8r 31, 30, 29 except 2=486(LC 15), 26=486(LC 16), 47=613(LC 1), 28=613(LC 1) CO* BUTTE p FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. p U I LDI N G DIVISION WEBS 4-47=-478/127, 24-28=-478/127 NOTES APPROVED Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=2ft; Ca Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. "-"-c- 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs�1SS/� Y \ non -concurrent with other live loads. " 't N 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7 Gable requires continuous bottom chord bearing. Q . �� 8) Gable studs spaced at 1.40 oc. � 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O� 76428''_;Z t w 1F! 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 42, 47, 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30, 28 except Qt=1b) 2=128, 26=128, 46=119, 29=119. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 42, 33, 38, 37, 47, 46, 45, 44, 43, 41, 40, 39, 36,35,34,32,31,30,29.28. In 2012 International Building Code 2306.1 ANSI/TPI 1. \ SJ CIV jil , 13) This truss Is designed accordance with the section and referenced standard QFCAIi LOAD CASE(S) Standard ---- January 8,2015 wiuutff�d YsefiffQet�gnas±a�?ete!�8-!!4RE*.QA IEPQAIfttfAA_N4fAgUQE4Pif?E(fRFFEREAgPAQEgff Ktlr11%..(Id-V10(?RF.A.AtM Design valid for use only with Walk connectors. This design Is based only upon parameters shown. and is for an Individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the esponsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ �faaberiiccation, quality control, storage, delivery. erection aggnd bracing, consult A2,NSS�Ig/TP11 Quality Criteria, DSB-89 and SCSI Butiding Component 7777 Greenback Lane, Suite 109 A?� F.Ffl�ItrtF 1-�P�ya !'I 1 !jE EPFfIT!FPa EWit Pt!}!iA NlIrES QfEe ST]t?EF 1s11eEE1EE Lr[t/4 lEr!9 f Akat14. Citrus Heights, CA 95610 Symbols (Numbering System A' General Safety (Votes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/; Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft4n-sixteenths �. Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) r Apply plates to both Sides Of truss 1. Additional stability bracing forn insystem, e.g. and fully embed teeth, t diagonal or x -bracing, B always required. See SCSI. - y - _ Y s 2. widebracing engineer. For al 0 .111/1n 6 j- 2 3 spacig I dividua laterned g braces themselves TOP CHORDS may require bracing• or altemattve T, I, or Eliminator T bracing should be considered. T C1-2 WEBS 4 3. Never exceed the design boding shown and never inadequately braced trusses. T stack materials on O �•� ;y� 3 = O 4. Provide copies of this tnra design to the building For 4 z 2 orientation, locate v designer, erection supervisor, property owner and interested plates 0-'a6' from outside �'°�, CL (=j all other parties. edge of truss. _ a0 S. Cut members to bear flghtty against each other. c7 7 F- "' BOTTOM CHORDS - `-' 6. Place plates on each face of tans at each' This symbol indicates the' 8 7 6 S Cationsand embed fully. Knots and wane at joint Cations required direction of slots in are regulated by ANSI/TPI 1. connector plates. , ,. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details avollable In MITek 20/20` software Or Upon request. B. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ' PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSnETTERS. l0. Camber is a non-structural consideration and rs the 4 x 4 width measured perpendicular re: practice b to �fo to slots. Second dimension is camber for bad deflection. the the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plaflng requirements. LATERAL BRACING LOCATION ICC -ES Reports: - ' 12. lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, •ri no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter taus member or plate without prior (supports) occur. Icons vary but © 2006'MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and bad vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable �_ ~• environmental, health or performance risks. Consull with project engineer before use. Industry Standards: ANSI/TPI i : ' National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.' ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek (snot sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFOR&L'• ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 . Job Truss Truss Type Qty Ply Bccc TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-8„ except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Tek recommends that Stabilizers and required cross bracing 843572021 BCCC Fit GABLE 1 1 Max Uplift All uplift 100 Ib or less at joint(s) 16, 14, 13, 12, 11 except 9=105(LC 5), 15=114(LC 5), 10=-131(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 ob Reference (optional tnaeavor Homes, urovtue, uA noun*ma=y= ID:Jxy576k3b3a_WNaAafgRnmzxLIr-jhSZELz5zCtF6ZSZ81nKN B_4u0LIxgFUgpKdUdzxLa7 9-0-8 9.0-8 1 2" 3 4 5 6 7 8 Scale= 1:18.8 16 15 14 13 12 11 10 9 -t* LOADING (psf) TCLL 37.0 (Roof Snow=37.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC20121TPI2007 CSI TC 0.10 BC 0.08 WB 0.02 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) n/a ri 999 Horz(TL) -0.00 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 53 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-8„ except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Tek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 lled during truss erection, in accordance with Stabilizer [beinsta tallationuide. REACTIONS All bearings 9-0.8. (lb) - Max Horz 16=-97(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 14, 13, 12, 11 except 9=105(LC 5), 15=114(LC 5), 10=-131(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES �' o 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plat grip DOL=1.33 grip V TTE L ��� IJLJ DI1/"rSION 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry tl e Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. � ��� ®�� 3) TCLL: ASCE 7-10; P11=37.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. - -- - ESS/Q 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fQF 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will �QN10- fit between the bottom chord and any other members. fit (i 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 14, 13, 12, 11� 9=105, 15=114, 10=131. �? except (it=1b) 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.til V� -7642 ", Z 1Ri 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. k p X LOAD CASE(S) Standard EXP 12/3112,016 "" • CA_ " January 8,2015 �WAP7>aiVB?!%y4EfiQ7Dd!dmOt2±fkM.AEAQ%r%14f%L=gjX#REfE4EAKiYg8E6JI)-1413!fffflkll? Design valid for use only with 1•N7ek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lve-� 5fya�b�rical tion,,Qqualiitty 4control, storage.amT delivery. erection agnd bracing. coStreensult AANSS�I/fxPglpl dQuality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 ilablett isn+�t{Initon"yptE �s>SBllafirbF/n r93E�PlgPfatFpstia RW7(l� we ESA 1�BC✓'i6l��J142�.yjVrA-22314. Carus Heights, CA. 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system• e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 0 1� 2. Tans bracing must be designed by an engineer. For T T 1 2 3 TOPCHORDS ci-s cza wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, 1, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p �, stack materials on inadequately braced trusses. O �•> 3 �y� 3:4. Os Provide copies of this tens design to the building For 4 x 2 orientation, locate U f designer, erection supervisor, property owner and interested plates 0-'Ag' from Outside rL �' v U ail other parties. edge of truss. 0 p 5. Cut members to bear tightly against each other. cr 7 BOTTOM CHORDS 6. Place plates on each face of inns at each This symbol indicates the 8 7 6 5 o. and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/rPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment In accord with ANSVTPI I. ' Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 10. Camber is a non-structural consideration and is the perpendicular 4 x 4 width measured a responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are mm inimuplating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review ail portions of this design (front, back, words Plate Connected Wood Truss Construction.Irr�� and pictures) before use. Revievnng pictures alone is not sufficient. DSB-89: Design Standard for Bracing. �® SCSI: Building Component Safety InformQ. ion, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORAof.` ANSIM 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MIl-7473 rev. 10-'08 MOITek" ' MiTek USA, Inc. 7777 Greenback Lane -Suite 109 - Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: BCCC Fax 916/676-1909 BCCC The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R43625074 thru R43625074 +� My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. .y c? 0 76428 * EXP.1213112Q1 January 16,201.5 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. - 1 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ftln-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss i. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-brocing, Is always required. See SCSI. 2. Trus bracing must be designed by an engineer. For / 0T i 6 1 2 3 wide thus spacing, individual lateral braces themselves may require bracing, or affemative T, I, or Eliminator T TOP CHORDS should be considered. Tbracing 1 ci-s csa WEBS 3. Never exceed the design loadingshown and never stack materials on inadequately braced trusses. a O�•; �r� IN4 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U 0 designer, erection supervisor, property owner and interested plates 0-'ne' from outside 0- U afi other parties. edge Of truss. p 5. Cut members to bear tightly against each other. v BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates theoint 8 6 5 and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI I. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/rPl 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of buss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots, 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, 9 no ceiling Is installed, unless otherwise noted. BEARING Indicates location where bearings Ono (supports) occur. Icons vary but D 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek O andpictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, _ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM.'" ANSI/TPt 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 M Job 13 14 15 1 Qty Ply Bccc843625074 11 17 7,usspe 10 18 BCCC A20 1 1 truss designed for 2500 ib. drag 7 21 6 Job Refe e ce (optional EadeaVOr Homes, OraNIIQ�A b9b0 • ,*.4u a JURo ZulJ.,.eft Inaumnes. Inc. 1nu Jan i a i a: I zu ZU Io rage. ID:Jxy576k3b3a_WNaAafgRnmzxLlr-36StPTABXa_il4N KgJtOg697sPNk4Y6UZQlkxDzv2B1 -z-60 18-0-0 36.0.0 3660 2-0.0 18-0.0 - -- 18-60 Scale = 1:66.8 3x6 = 24-26=1809/1770 BOT CHORD 2-47=1032/1092, 46-47=-1036/1083, 45-46=1021/108944-45=1025/1087, 43-44=1024/1088, 42-43=1024/1087, 41-42=-994/1059, 40-41=994/1059, 39-40=994/1059, 38-39=-994/1059, 37-38=994/1059, 36-37=-994/1059, 35-36=994/1059, 3435=-994/1059, 33-34=994/1059, 32-33=-864/905, 31-32=-559/632, 30-31=296/366, 29-30=327/375, 28-29=608/654, 26-28=-1606/1711 WEBS 13-38=272/183, i5-37=271/162,4-47=-478/153,24-28=-478/178 I NOTES 1 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=2fl; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 1 6) All plates are 1.5x4 MT20 unless otherwise indicated. I oQgof ESS/- N10 rJ 75428v EXE, 9. 31/20�C Cvl 4FCA41: - __ January 16,2015 �AR%/i%=Q-VW iQCixj?!Gd(�p?4tR!fk!!4REM aA>fjH1�ANfi{ACI(XdEQ06{iEIfAEFEAEI£YAPE fQIF•74D!�6.dJOA ¢�ffPlfjl Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an ind'i'vidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliN of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1101[ fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/71`11 Quality Cdiedo, DSB•89 and BCSI Building Component 7777 Greenback Lane, fluke 109 e4efonwoleioR�fL er�roymreTTON I setitiilyrtne,,7 _aLee4treeAltg r3e1 � 9�t A6 I4. Citrus Heights, CA. 95610 13 14 15 1 6.00 12 12 16 , 11 17 10 18 ' 48 9 19 4820 8 7 21 6 22 3x6 ':�- 5 23 4 3 24 3x6 25 ' 43 42 41 40 39 38 37 36 35 34 33 5032 4 44 45 5x6 = 5x6 = 31 30 _I 2 47 46 29 28 28 N y 27 ld a 1 3x6 34 ZZ 3.00 12 12-2-8 23-9-8 3660 12-2.8 11-7-0 12-2-8 Plate Offsets (X Y): [2:0-2-9.0-0-131, f 14:0-3-O,Edoel [26:0-2-9,0-0-131 -LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.01 27 nlr 120 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.30 Vert(TL) 0.02 27 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 30 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight: 194 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2x4 DF No.2 I BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF No.2 4-11-2 oc bracing: 26-28. f MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide, REACTIONS All bearings 36-0-0. , (lb) - Max Hoa 2=190(LC 34) Max Uplift All uplift 100 Ib or less at joint(s) 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30 except 2=392(LC 36), 42=192(1_C 30), 33=242(LC 36), 26=564(1_C 37), 38=155(1_C 34), 37=-145(LC 46), 47=-103(LC 37), 46=-125(LC 48), 29=-132(LC 51), 28=-131(LC 36) Max Grav All reactions 250 Ib or less at joint(s) 46, 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30, 29 except 2=605(LC 51), 42=321 (LC 25), 33=359(LC 27), 26=741(LC 50), 38=300(LC 25), 37=300(LC 27), 47=613(LC 1), 28=613(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.D UTTE COUNTY TOPCHORD 2-4=-1 168/1162, 4-5=-759/699, 5-6=628/619, -7=531/511, 7-8=-415/407, BUILDING DIVISION 8-9=-318/338, 11-12=-237/360, 12-13=338/495, 13-14=308/444, 14-15=3701500, 15-16=549/704, 16-17=634/768, 17-18=73=-12318-19=-81112477/921, 19 20=934/1023, 20-211=110119/1090, 21-22=1132/1177, 22-23=-1230/1247, 23-24=1357/1350, �� ®� 24-26=1809/1770 BOT CHORD 2-47=1032/1092, 46-47=-1036/1083, 45-46=1021/108944-45=1025/1087, 43-44=1024/1088, 42-43=1024/1087, 41-42=-994/1059, 40-41=994/1059, 39-40=994/1059, 38-39=-994/1059, 37-38=994/1059, 36-37=-994/1059, 35-36=994/1059, 3435=-994/1059, 33-34=994/1059, 32-33=-864/905, 31-32=-559/632, 30-31=296/366, 29-30=327/375, 28-29=608/654, 26-28=-1606/1711 WEBS 13-38=272/183, i5-37=271/162,4-47=-478/153,24-28=-478/178 I NOTES 1 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=2fl; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 1 6) All plates are 1.5x4 MT20 unless otherwise indicated. I oQgof ESS/- N10 rJ 75428v EXE, 9. 31/20�C Cvl 4FCA41: - __ January 16,2015 �AR%/i%=Q-VW iQCixj?!Gd(�p?4tR!fk!!4REM aA>fjH1�ANfi{ACI(XdEQ06{iEIfAEFEAEI£YAPE fQIF•74D!�6.dJOA ¢�ffPlfjl Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an ind'i'vidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliN of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1101[ fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/71`11 Quality Cdiedo, DSB•89 and BCSI Building Component 7777 Greenback Lane, fluke 109 e4efonwoleioR�fL er�roymreTTON I setitiilyrtne,,7 _aLee4treeAltg r3e1 � 9�t A6 I4. Citrus Heights, CA. 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause, Property 3/4 Center plate on joint unless x, y offsets ore indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability tracing for truss system, e.g. and fully embed teeth.diagonal or x -bracing, Is always required. See BCSI. 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. 7 7 cis C2-3 WEBS 4 3. Never exceed the design loading shown and never Q Czv stack materials on inadequately braced trusses. O �•� ; r� ; � 4. Provide copies of this tnra design to the building For 4 x 2 orientation, locate �'� U U designer, erection supervisor, property owner and interested plates ()-'Al' from outside a another parties. edge of truss. 0 a_ 5. Cut members to bear tightly against each other. c� H BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates theg 7 6 5 Point and embed fully. Knots and wane at joint required direction of slots in cations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suiiab g y protected from the environment in accord with ANSVTPI 1. ' Plate location details available in MITek 20/20 software Or Upon r@QU@it. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of t ens fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 tt. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front: back. words and pictures( before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. M ITe k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Proctire for Handling, POWER TO PERPORNOL'• ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10:08 Job Truss Truss Type Qty Ply BCCC • ri 843625074 1 BCCC A20 GABLE 1 1 truss designed for 2500 lb. drag Job Reference (optional) tnaeavor nomes, crrowae, cA myna (.4au 5 JUI zo zuis ml I eR Inuustrles. Inc. I nu Jan i a - -zu cu is rage c ( ID:Jxy5?6k3b3a WNaAafgRnmzxLlr-6StPTABXa_il4NKgJ1Qg697sPNk4Y6UZQlkxDzv2B1 NOTES 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30 except Qt=lb) 2=392, 42=192, 33=242, 26=564, 38=155, 37=145, 47=103, 46=125, 29=132, 28=131. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 42, 33, 38, 37, 47, 46, 45, 44, 43, 41, 40, 39, 36, 35, 34, 32, 31, 30, 29, 28. , 13) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loatls along bottom chord from 23-0-0 to 36-0-0 for 192.3 pg. 1 -- LOAD CASE(S) Standard e -------- �WAlW7 Y2rifyQC!!8?!DA!dmChc!idM A4%?I7QRNTNIAA.AQMUM M1744fWn..7DABEOff! 740rov ,1%d$%O.0fff)R.W. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Bul ding Component 7777 Greenback Lane, Suite 109 lety n10 pilo gqvaiiable from TW, Pla a Instityte. 188I N. Lee Street, SSuite 310�Igxgppdd qq, VA 14. 'Citrus Heights, CA, 95610 - 4JftifiF�LE1}grpbslTsEABEPIE41!'gG9flBlIW.lNB�af9rli"E4fToEFIrR6PIt1}�!@.r�.3t1yA 9 r • ri -------- �WAlW7 Y2rifyQC!!8?!DA!dmChc!idM A4%?I7QRNTNIAA.AQMUM M1744fWn..7DABEOff! 740rov ,1%d$%O.0fff)R.W. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Bul ding Component 7777 Greenback Lane, Suite 109 lety n10 pilo gqvaiiable from TW, Pla a Instityte. 188I N. Lee Street, SSuite 310�Igxgppdd qq, VA 14. 'Citrus Heights, CA, 95610 - 4JftifiF�LE1}grpbslTsEABEPIE41!'gG9flBlIW.lNB�af9rli"E4fToEFIrR6PIt1}�!@.r�.3t1yA 9 • ri -------- �WAlW7 Y2rifyQC!!8?!DA!dmChc!idM A4%?I7QRNTNIAA.AQMUM M1744fWn..7DABEOff! 740rov ,1%d$%O.0fff)R.W. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Bul ding Component 7777 Greenback Lane, Suite 109 lety n10 pilo gqvaiiable from TW, Pla a Instityte. 188I N. Lee Street, SSuite 310�Igxgppdd qq, VA 14. 'Citrus Heights, CA, 95610 - 4JftifiF�LE1}grpbslTsEABEPIE41!'gG9flBlIW.lNB�af9rli"E4fToEFIrR6PIt1}�!@.r�.3t1yA 9 Symbols Numbering System AGenera.1 Safety Notes LOCATION AND ORIENTATION .PLATE Failure to Follow Could Cause Property 2/+ Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in f14n-sixteenths Damage or Personal Injury Dimensions are in ft-in-s'Ixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 2. Trus bracing must be designed by an engineer. For /16 T T 1 2 3 TOP CHORDS C1-2 wide tnra spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p, stack materials on inadequately braced trusses. O �• ;i� ; Oz 4. Provide copies of this tens design to the building For 4 X 2 orientation, locate U �, i designer, erection supervisor, property owner and plates 0-'ns' from outside o u () all other interested parties. edge of truss. r0 a0 5. Cut members to be tightly against each other. cr C64 cs-6 BOTTOM CHORDS 6. Place plates on each face of tins at each This symbol indicates theg 7 6' S Cationsand embed fully. Knots and wane at joint locby ANSI/iPI 1. required direction of slots in are regulated Connector plates. 7. Design assumes trusses wig be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed l9% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use witfre retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of buss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14. Bottom chords require lulerai bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but @ 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design Ifront, back. words nd Reviewing apictures) before use. Revieng pictures alone Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes inunufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORA011.11 ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208