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Home My WebLink AboutB16-0484 000-000-000TRB+ Associates Agency: County of Butte TRB+ Project Number. 16.054.105.2 Final Plan Review Page 1 of 2 Date: May 4, 2016 To: Sandeep Dhami Email: ibroker(a-)_att.net ' Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: PhuntcDbuttecounty.net; AFranzino(aDbuttecounty.net; nspringerCDbuttecounty.net; ddebrunneraabuttecounty.net; idebrunner(cDbuttecounty.net (via email) RE: Plan Review for: Dhami Residence Project Address:. 3082 4th Street, Biggs, CA 95917 Agency App. No.: B16-0484 TRB+ Project No.: 16.054.105.2 The following documents were received for review: Plans: (2 sets) Sheets dated 5/11/15: SP Sheets dated 6/16/15: 1-5 Sheets dated 5/21/15: 6, 7, 8a, 8b Structural Calculations: (2 copies) R. Le, dated 6/16/15 Truss Calculations: (2 copies) B. Tangren dated 4/18/16 Truss Review Letter: (2 copies) R. Le, dated 6/16/15 Energy Calculations: (2 copies) R. Le, dated 7/7/15 Other: (1 copy) Response received 4/28/16 (1 copy) Sq. Footage verification (1 copy) Permit Application Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy - Code, and County of Butte Ordinances. There are no further comments; however, the conditions cited on the following page apply. Sincerely, ' TRB + ASSOCIATES, INC. - Nicholas Ho ICC Certified Plans Examiner C -9, �� c A-4 Q TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBplus.com ,. Agency: County of Butte t TRB+ Project Number: 16.054.105.2 t CONDITIONS: 1. Prior to permit issuance, Engineer of Record to submit letter indicating review of truss calculations submitted by HOMEWOOD TRUSS, Inc. dated 4/18/2016. The following redline has been applied to plans (see authorization email from Richard Le, dated 05/03/2016): 2. Detail 4, Sheet 4: Add 16d' nails at 16" o.c. per stud at top and bottom chords. Page 2 of 2 TRQ+ O Nick Ho From: Richard Le <rledesign@gmail.com> Sent: Tuesday, May 03, 2016 5:15 PM To: Nick Ho Subject: Re: Redlines for Dhami Residence - 3082 4th St - B16-0484 Hi Mr. Nick Ho, Please add the following note for detail 4, sheet 4 of the plans at 3082 4th Street Biggs, CA 16d nails at 16" o.c. per stud at top and bottom chord. Thank you very much. . Richard Le 916-501-9039 On Tue, May 3, 2016 at 4:25 PM, Nick Ho <nho@trbplus.com> wrote: Hi Richard Le, y At the Butte County's request, TRB + Associates is completing the plan review for Dhami Residence - 3082 4th St - B 16-0484. Please reply to this email with the authorization to make these changes on the drawing(s). The redline changes are as follows: 1. ,.Detail 4, Sheet 4: Add 16d nails at 16" o.c. per stud at top and bottom chord. If you have any further questions feel free to reply or call me. Thank you, Nicholas Ho ICC Building Plans Examiner TRB + Associates, Inc. 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 Tel: (925) 866-2633 Fax: (925) 790-0011 nho trbplus.com 2 s CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28, Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd RECEIVE® MAR 14 ZQ io CFI R -PRF -01 Page 1 of 9 TRB AND ASSOCIATES GENERAL INFORMATION 01 Building Complies with Computer'Performance J P 01 Project Name NEW RESIDENCE 03 This building Incorporates one or more Special.Features shown below' y! f'i ,,, .f 'yM 'ti t +(, 02 Calculation Description 08 Energy Use (kTDV/ft2-yr) 03 Project Location 3802 4th Street Compliance Margin Percent Improvement 04 City Biggs, CA. 05 Standards Version Compliance 2015 06 Zip Code 95917 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 255 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1888 15 Number of Zones 1 16 Slab Area (ft2) 1888 17 Number of Stories 1 F °� 18 Addition Cond. Floor Area N/A. 19 Natural Gas Available Yes 20 Addition Slab Area(ft2 N/A 21 Glazing Percentage (°/a) 11 7% °9 COMPLIANCE RESULTS 01 Building Complies with Computer'Performance J P 02 This building incorporates featuresythat require field-testing and/ovverification by a certified�HERS rater, under the supervision of a CECapproved HERS provid A r a' b t \.__ 4l ♦r �[ .�..__ 3..-� a1 1r i� 03 This building Incorporates one or more Special.Features shown below' y! f'i ,,, .f 'yM 'ti t +(, 06 yk(� .yamu #Rst rM'y1'Ry, pN[t*. PERMIT # rL In- b BUTTE BUTTE COUNTY DEVELOPMENT SERVICES COUNTY REVE FOR MAR 11 2016 COQ CE Registration Number: 215-NO18448OC-000000000-00 �Antial Registration D 2015-07-07 22:14 HERS Provider: CaICERTS inc. v°'EVELOPMENT CA Building Energy Efficiency Standards - 2013 ResideCo Iia ce Report Version - CF1R 32015-744 SERVICES Report Generated at: 2015-07-07 05:29:23 N O ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.36 24.51 -2.15 -9.6% Space Cooling 37.43 37.01 0.42 1.1% IAQ Ventilation 1.39 1.39 0.00 0.0% Water Heating 14.01 12.24 1.77 12.6% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total 75.19 75.15 0.04 0.1% PERMIT # rL In- b BUTTE BUTTE COUNTY DEVELOPMENT SERVICES COUNTY REVE FOR MAR 11 2016 COQ CE Registration Number: 215-NO18448OC-000000000-00 �Antial Registration D 2015-07-07 22:14 HERS Provider: CaICERTS inc. v°'EVELOPMENT CA Building Energy Efficiency Standards - 2013 ResideCo Iia ce Report Version - CF1R 32015-744 SERVICES Report Generated at: 2015-07-07 05:29:23 N O CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: NEW RESIDENCE Calculation Date/Time: 05:28, Tue, Jul 07, 2015 Page 2 of:9 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cool roof • Window overhangs and/or fins - HERS FEATURE SUMMARY a - 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: Minimum Airflow Verified EER 1 Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications:' "A. - • Duct Sealing _ Domestic Hot Water System Verifications ,., ..�. - -- None —- : }r, ENERGY DESIGN RATING .. /l A i 11 it . W II It V 11 t u This is the sum of the annual TDV energy consumption,for,�energyuse component`slincluded in the•pertormance complianr�.e approach forthe•Staridard Design Building (Energy Budget) and the annual - TDV energy consumption for lighting and components not -regulated byT:itle 24; Part56 (such as domestic'appliancesland consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. '� �.+ Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr) 125.95 - 125.91 0.04 0.0% includes calculated Appliances and Miscellaneous Energy Use (AMEU) •. r Y• � w BUILDING - FEATURES INFORMATION 01 02 03 - 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling - Units. Number of Bedrooms Number of Zones, Number of Ventilation •Cooling Systems Number of Water Heating Systems NEW RESIDENCE 1888 1 4 1 1 1 BUTTE C®UNPt , BUILDING DIVIBIG"' APPROVED Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: 2015-07-07 22:14:02 3 HERS Provider: CaICERTS inL. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 ' Report Generated at: 2015-07-07 05:29:23 ` CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28,-Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CFI R -PRF -01 Page 3 of'0 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System .2 House Conditioned HVAC System 1 1888 9 DHW System Gross Area (ft2) OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) House Wall Front House Exterior Wall R15 255 Front 558 111 90 House Wall Left House Exterior Wall R15 345 Left 126 Yes 90 House Wall Rear House Exterior Wall R15 75 Back 558 82.35 .90 House Wall Right 'House Exterior Wail R15 165 Right 342 48 90 House to Garage House»Garage,,,,,, Interior Wall R15 216 17.8 House Ceiling '�� Houses_-,— . Ceiling R38 _ _ 1581 Garage Wall Left Garage` �'� tEx�erior WaII,RO _-345Left� 216 90 Garage Wall Front Gara aExterior Wall Rl): 255 I I 117rort'; tV 255.75 140 90 Garage Wall Rear ` Garage` "� X' Exterior Wall Rl)' —T5 Back 1 ` 255.75 90 Garage Ceiling ' Garaged « 't Ceiling R6_ S-A { * ' '" C�: t-, 440 ATTIC 01 02 03 04 05 06 07 08 Name Construction, Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof House Attic Roof Tile Ventilated 5 0.2 0.85 Yes Yes Garage Attic Roof Tile Ventilated 5 0.2 0.85 Yes No BUTTE CCS NI, BUILDING DIVIBIOY APPROVED Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: " 2015-07-07 22:14:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-07 05:29:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Datel' ime: 05:28, Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CF1 R -PRF -01 Page 4of9 WINDOWS 01 02 1 03 1 04 1 05 06 07 108 09 10 11 1 12 13 1 4 01 02 Window 03 04 01 .02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli or Area (ft) U -factor SHGC Exterior Shading 5040SL Window House Wall Front (Front -255) 5.0 4.0 2 40:0 0.33 0.23 Insect Screen (default) 5030SL Window House Wall Front (Front -255) 5.0 3.0 �/ 1 15.0 0.33 0.23 Insect Screen (default) 6040SL Window House Wall Front (Front -255) 6.0 4.0 1 24.0 0.33 0.23 Insect Screen (default) 4030SL Window House Wali Front (Front -255) 4.0 3.0 V 1 12.0 .0.33 0.23 Insect Screen (default) 5040SL-2 Window House Wall Rear (Back -75) 5.0 4.0 ,,/2 40.0 0.33 0.23 Insect Screen (default) 5068SGD Window House Wall Rear (Back -75) 5.0 6.7 J 1 33.4 0.32 0.23 Insect Screen (default) 3016SL Window House Wall Rear (Back -75) 3.0 1.5 ,/ 2 9.0 0.33 0.23 Insect Screen (default) 4040SL Window A House Wall Right (Right -165) 4.0 4.0 3 48.0 0.33 0.23 Insect Screen (default) DOORS 01 02 1 03 1 04 1 05 06 07 108 09 10 11 1 12 13 1 4 01 02 Window 03 04 Name / - Side of Buildings Flap Ht. Depth Area (ft2) U -factor Front Door tHouse;Wall Front Top Up 20.0 ,j 0.50 House To Garage Door; iHousr to''Garage 17 0 J1 a E., 17.8 ✓ 0.50 Garage Rollup Door/1Z 'N -I' W 0 < Garage Wall FrAont� +� � � � � . 84.0 / 1.00 Garage Rollup Door -2 " Garage Wall Front V w� 56.0 / 1.00 OVERHANGS AND FINS 01 02 1 03 1 04 1 05 06 07 108 09 10 11 1 12 13 1 4 Overhang Left Fin 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 6040SL 0 0 0 0 0 0 0 0 0 0 0 0 0 4030SL 0 0 0 0 0 0 0 0 0 0 0 0 0 3016SL 0 0 0 0 0 0 0 0 0 0 0 0 0 Registration Number: 215-NO18448OC-000000000-0000 Registration Datefrme: 2015-07-07 22:14:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 BUTTE COUNT', BUILDING DIVI-SIO9- APPROVE HERS Provider: . CaICERTS inc. Report Generated at: 2015-07-07 05:29:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Daterrime: 05:28, 'rue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CF1 R -PRF -01 Page 5 of 9 OPAQUE SURFACE CONSTRUCTIONS 01. 02 03 04: 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers House 1888 176 None 0.8 No • Inside Finish: Gypsum Board Garage Ceilings (below 80.833 None 0 No Cavity/Frame: R-9.1 /2x4 Ceiling R38 attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. Ceilings (below Inside Finish: Gypsum Board Ceiling RO attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 Exterior Wall RO Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board • Cavity/Frame: R -15/2x4 Interior Wall R15 Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 15 0.086 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Cavity/Frame: R -15/2x4 •Sheathing /Insulation: Wood Siding/sheathing/decking Exterior Wall R15 E er o Walls r,,WoodFramed-lNali 2x4@;16 in�tOyC.* R 15n 0.087 Exterior Finish: 3 Coat Stucco / Cavity/ Frame: no insul. / 2x4 Roof Deck: Wood Siding/sheathing/decking Roof Tile Attic Roofs Wood Framed Ceiling kkJJ 2x4 @ 16 in: O.Cr on 0.603 Roofing: 10 PSF (RootTile) Roofing: SLAB FLOORS 01, 02 03 04 05 06 .07. Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value 8 Depth Carpeted Fraction Heated House Slab House 1888 176 None 0.8 No Garage Slab Garage 682 80.833 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 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 — Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: 2015-07-07 22:14:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-06232015-744 BUTTE CGUN-Pf BUILDING DIVISION APPROVED HERS Provider: CaICERTS inc. Report Generated at: 2015-07-0105:29:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28,'Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CF1 R -PRF -01 Page 6 of.9 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW System -1/1 DHW Standard Rheem XG50S12DM4000 1 1 - none - 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) Rheem XG50S12DM4000 Natural Gas Small Storage 50 0.67 40000-Btu/hr 0 0 R WATER HEATING - HERS VERIFICATION 01 j 102 03 04 05 06 07 Name �!`� Pipe Insulation Piping Compact Distribution[ Point -of Use Recirculation Control Central DHW Distribution DHW System - 1/1 7 r _f ltParallel e� rte. 1 E �r 1 t i 1 3(.--� .•=�w -- -- e : r i r% IF _N! al i§ ir—� ae- . I _�N I I i! rt SPACE CONDITIONING SYSTEMS t,� U "'� u �) #.j it U V i! . 0 01 �-A 02 F 4 a 0P R 0 V I X04.F R 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Variable Outdoor Air Ventilation Central Heat/Cool System Heating System 1 Cooling System 1 HVAC Fan System 1 Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating System 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE BUTTE COUNTY BUILDING ®IVISIr`NO APPROVE Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: 2015-07-07 22:14:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-07 05:29:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28, Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CF1 R -PRF -01 Page 7 of 9 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling System 1. SplitAirCond 13 18 Not Zonal Single Speed Cooling System 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling System 1 -hers -cool Required 350 Required Required Required 1k HVAC - DISTRIBUTION SYSTEMS 01 02i1 03 04 05 06 07 Name `= --Type— — �" Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Distribution System 1 lDuctsAft '.'!� Sealed and,t'es ed on 6 �V Attic ,4�^t None Distribution System 1 -hers -dist 1 ' J!_, \1 74 Z/__lI II t4 11 1! %1 11 11 6f 11 I it HVAC DISTRIBUTION - HERS VERIFICATION, ``9"'` `' _ �`�'' L___4 °"1 _'.A " `_� 44 01 02 "�k P" ;i 1=03M iii 04M .. V 05 C M06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan System 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan System 1 -hers -fan HVAC FAN SYSTEMS - HERS. VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan System 1 -hers -fan Required 0.58 Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: 2015-07-07 22:14:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-06232015-744 BUTTE COUN"' TiESlProvidr:� G D'V S' CaICERTS inc. RAP RR t: 2 v!U705,c29:23 •� CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE. METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28, Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CFI R -PRF -01 Page 8 of 9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit JAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 56.38 0.25 Default 0 Required COOLING VENTILATION 01 02 03 04 05 Name Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans Whole House Fan 4500 0.1 450 1 a L'ERT:�), nc. BUTTE C®UNT"4 BUILDING DIVOCIN APPR®ED Registration Number: 215-NO18448OC-000000000-0000 Registration Date/Time: 2015-07-07 22:14:02 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-07 05:29:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: NEW RESIDENCE Calculation Date/Time: 05:28, Tue, Jul 07, 2015 Calculation Description: Input File Name: NEW RESIDENCE Biggs.ribd CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1: I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: OU&zbd Ce Richard Le Company: Signature Date: Richard Le & Associates 2015-07-07 22:14:02 Address: CEA/HERS Certification Identification (If applicable): 9877 Izilda Ct City/State/Zip: Phone: Sacramento, CA 95829 - (916) 501-9039 RESPONSIBLE PERSON'S DECLARATION STATEMENT n 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 Part 6 of the California Code of Regulations. I --i f _ 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 enforcementagency,for approv al,with,thisj ilding pe;mit application. Responsible Designer Name: r �rr/ �' L 'Responsible Designer Signature: Richard Le iii: ER 22 14:02 Richard Le & Associates 201.5-07-0711 Address: License: 9877 Izilda Ct C52489 City/State/Zip: Phone: Sacramento, CA 95829 (916) 501-9039 BUTTE C®UNT"'t BUILDING MOON APPR®�'® Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N018448OC-OOOOOOOOD-0000 Registration Date/Time: 2015-07-07.22:14:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-07 05:29:23 RECEB'D ADDITION @ Richard Le, P.E. 3082 4th Street MAR 1 4 2016 9877 Izilda Ct. Biggs CA 95917 TRB AND ASSOCPAT'E, Sacramento, CA 95829 TEL: (916) 501-9039 FAX: (916) 307-5037 E-mail: rledesign@gmail.com June 16, 2015 Building Official Building Department Sacramento, California RE` TRUSS CALCULATION. REVIEW PROJECT: ADDITION @ 3082 4th Street Biggs CA 95917 Dear Building Official: This letter is to confirm that I have reviewed the truss calculation package submitted by HOMEWOOD TRUSS, Inc. for the above noted project. My review indicates that the truss calculations comply with engineering requirements as called on plans. REVIEWED FOR CODE COMPLIANCE `oQ9�pFE113%, ��GNARO (F No. 52 MAY 0.4 2016LU exp• 1 31P r TR13 AND ASSOCIATES _. Sincerely, `rjq o s BUTTE COUNTY PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES MAR 11 2016 REVIEWED FOR GOD*COMPLIANCE � DEVELOPMENT • S/ERVI:CES DA _. gY Y i ADDITION @ Richard Le, P.E. 3082 4th Street 9877 Izilda Ct. Biggs CA 95917 • Sacramento, CA 95829 TEL: (916) 501-9039 FAX: (916) 307-5037 E-mail: rledesign@gmail.com June 16, 2015 Re: ADDITION @ 3082 4th Street Biggs CA 95917 t The following calculations are for the structural design of the house addition at 3082 4th Street, Biggs CA 95917. If you have any questions on the above, please call me. _ REVIEW FD FOR CODE COMPLIANCE t �Q�OFESSjp �. tr � 4W MAY 0 4 2066 Sincerely,, w No. 52489. � TR13 AND ASSOCIATES W. 12/31/. Richard Le, P.E. BUTTE COUNTY' BUILDING DIVISION -A P VED` ADDITION @ Richard Le, P.E. 3082 4th Street 9877 Izilda Ct. Biggs CA 95917 Sacramento, CA 95829 TEL: (916) 501-9039 FAX: (916) 307-5037 E-mail: rledesign@gmail.com PROJECT NAME: ADDITION @: 3082 4th Street Biggs CA 95917 JOB NUMBER: PROJECT ARCHITECT & ENGINEER: BUILDING CODE: 2013 CALIFORNIA BUILDING CODE LOADING: Dead Load. Roof: DLr= 14.0 psf Floor: DLf= N/A ° Wall: DLw= 18 psf (stucco) Live Load: Roof:, LLr= 20 psf J Floor: LLf= N/A Snow Load: Roof: LLr= N/A Deflection Requirements: Roof : Live Load = L/240 Total Load= L/180 floor: Live Load = L/3W • Total Load= L/240 ' LATERAL LOADING: Seismic: Occupancy Category: II Seismic Design Category: D Wind: Speed= 110 mph, Exposure category = B ✓ " FOUNDATION: Allowable soil bearing pressure: Dead Load.+ Live Load = 1500 psf with 4/3 increase for Wind and seismic BUTTE COUNTY BUILOING 'DIVISION AP OV D K COIR � ! a Cl=xssn air~ aac m orm iC G)o ®0® Cc m C/) z z ruc .)a s aam m b F ar In.. . wawa Ir a 304 OM w ao m cm woos rr i *4amso Y is wst „o. FOUNDATION & SHEAR WALL PLAN acs 11V - V -W SWUI.w. W-1 L SaMORL r -c WOW— ADDITION @ 3082 4TH STREET BIGGS CA 95917 SEISMIC ANALYSIS: Wall weights (Stucco) Slope: 4 12 12.65 2x4 studs @ 16" OC 1.5 psf Composition tile roofing= 4.0 psf 1/2 -in sheathing 2.4 1/2 -in sheathing = 2.4 Gyp. Board 3.3 Roof Framing = 3.00 Miscellaneous 1 Insulation = 1.0 7/8" Stucco 9.8 Miscellaneous = 1.00 " Gyp. ceiling = 2.0 18.0 psf Roof DL (along slope) = 13.4 psf Wall height 9 ft v Wall weight 162 plf Roof DL (horiz. Proj.) = 14 psf Wall DL = 18 psf Floor DL = 0 psf Wall Height (1 st floor) = 9 ft Wall Height (2nd floor) = 0 ft Tributary wall height to roof = 9 ft Tributary wall height to 2nd floor = 9 ft Total height, hn = 16.08 ft Mean roof height=_ 12.08 ft "=-= Roof Level: Roof Area = 2968.0 sq.ft. Tributary Wall length in horizontal direction = 116.0 ft ? Tributary Wall length in vertical direction = 90.5 sq.ft.V Roof Weight = 41922.5 lbs.✓. gI�SZ Tributary Wall weight in horizontal direction = 18792.0 lbs. �J Wroof in horizontal direction= 60715 lbs. Roof Weight = 41922.5 lbs. Tributary Wall weight in vertical direction = 14661.0 lbs. Wroof in vertical direction= 56584 lbs. L .. ,Richard Le Project Title�' ` . NEW RESIDENCE 9877 Izilda Ct. Engineer: Project ID: + Sacramento, CA 95829' , .' Project Descr: 3082 4TH STREEET BIGGS CA 95917 916-501-9039 t;. ► rledesign@gmail.com Title Block Line 6 - Printed: 7 Jul. 2015,10:51PM ` ASCE Seismic Base .Shear File=c:lUsersIRICHAR-11DOCUME-IIENERCA-113082N4-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.7.7, Ver.6.15.7.7 Lic. # KW -06008044 Licensee: RICHARD LE NEW RESIDENCE •+ , Risk Category } Calculations per ASCE 7-10 Risk Category of Building or Other Structure :1 "II" : All Buildings and other structures except those listed as Category I, III, and IV y' ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor + 1 ✓ ' ' . ASCE 7;10, Page 5, Table 1.5-2. ' '-Gddded Ss & S1 values ASCE-7-10 Standard , . r. `, w ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Latitude r = 39.413 deg North r S S = 0.5938 g, 0.2 sec response Longitude = 121.712 ydeg West 1 t { S 1- 0.2708 g, 1.0 sec response Location ::Biggs, CA 95917 Site Claass; Site Coeff. and Deg Category Site Classification ,"D" : Shear Wave Velocity 600 to 1,200 ftlsec ` ' `. = D • ✓ ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv 7 :4 Fa = r 1,32 ASCE 740:Table 11.4-1 & 11.4-2 , (using straight-line interpolation from table values).- } Fv = 1.86 , Maximum Considered Earthquake Acceleration S, IVIS •MS = Fa' Ss i 0.787 " ' �� ASCE 7-10 Eq.41.41 a . S M1 = Fv' S1 = . 0.503 ', ASCE 7-10 Eq. 11.42 Design Spectral Acceleration SDS S MSy3 = r 0.525 ASCE 7-10 Eq. 11.43 r S Df S Mi 2/3 = 0.336 , ASCE 7-10 Eq. 11.4-0 y• + Seismic Design Category . ` _ D' J } ASCE 7-10 Table 11.6.1 & -2 Resisting tem ~' t ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System .'.. Bearing Wall Systems ... ` t Light -framed walls/sheathed wtwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " _ , 6.50 J Building height Limits: - System Overstrength Factor " Wo 2.50 Category "A & B Limit No Limit • '' i _ Deflection Amplification Factor 'Cd" 4.00 Category"C" Limit No Limit ' • , . -, ., - Category "D" Limit - Limit= 65 , � r, • NOTE! See ASCE7• 10 for all applicable footnotes. ' Category "E" Limit y Limit = 65 ,Category "F" Limit: Limit = 65 1 1 Lateral Force Procedures - ASCE 7-10 section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012 8 FDetermineBuildingPeriod ,, 'Use ASCE 12.8-7 Structure Type for Building Period Calculation .. All Other Structural Systems " Ct " value = 0.020 • " hn " : Height from base to highest level— r 12.30 -ft k ' . "x"value' = 0.75 "Ta " Approximate fundemental period using Eq. 12.8-7 : . Ta = Ct' (hn " X)' _ 0.131 sec "TL": Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period Ta " Calculated from Approximate Method selected = 0,131 'sec . _ 3 _ Cs " Response Coefficient _.7 ASCE 7-10 Section 12.8.1.1 ; • S ps Short Period Design Spectral Response = 0.525 From Eq. 12.8-2, Preliminary Cs = 0.081 Response Modification Factor l = 6.50 ' From Eq. 12.8-3 & 12.8-4, Cs need not exceed ' = 0.393,, " I " : Seismic Importance Factor = 1 ° From Eq. 12.8-5 & 12.8-6, Cs not be less than ' _ 0.023 User has selected ASCE 12.8.1.3: Regular structure, •' Cs : Seismic Response. Coefficient,= _ 0.0807 Less than 5. Stories and with T «= 0.5 sec, SO Ss <=1.5 for Cs calculation ' Seismic Base Sheaf t _ ASCE 7-10 Section 12.8.1' Cs = 0.0807),from 12,8.1.1 `W ( see Sum Wit below) 60.72 k Seismic Base Shear V = Cs " W ' ' -BUTS\COUNTY BUILDING DIVISION' '• PP9.,tt`AVED a 'Richard Le ,, Project Title:` NEW RESIDENCE' 9877 Izilda Ct. ;Engineer: ' Project,ID:' ' Sacramento, CA 95829 Project Descr: 3082 4TH STREEET BIGGS CA 95917 916-501-9039 - rledesign@gmail.com Title Block Line 6 Printed: 7 JUL 2015, 10:51Pr4 MS�iE S@ISIl11GBaS@ Sit@8r File=c:\Users\RICHAR-I\DOCUME-I\ENERCA-1\3082N4-1.EC6 ENERCALC, INC. 1983 2015, Build:6:15.7.7, Ver.6.15.7.7 r.rr:r• -rr LE Vertical Distribution of Seismic Forces ASCE 7-10 section 12.8.3 " k " : hx exponent based on Ta 1.00,ij +• , Table of building Weights by Floor Level... F Level #Wi : Weight • Hi: Height , ' . : (Wi * Hi) "k Cvx Fx=Gvx *V Sum:Story Shear Sum Story Moment ... r 60.72 9.00 546.44 ' _. 1.0000 4.90 ' 4.90 0.00 Sum Wil = 60.72 k Sum W * Hi = 546:44" k-ft Total Base Shear= 4.90 k _ a r Base Moment = 44:1 k-ft Diaphragm Forces; Seismic Desigri'Category "B".to "F j'. "' ASCE7-10.1710 IJ Level# Wi Fid. Sum F1, . Sum WI Fpx 1 60.72 4.90 4.90 ., 60.72 6.37 Wpx .. Weight at level of diaphragm and other structure elements attached to it. 4, ....... Design Lateral Force applied at the level. j - Sum Fi ....:.:..Sum of "Lat. Force" of current levet plus all levels above 1 . MIN Req'd Force @ Level ......... 0.20 ,S DS* Wpx 1. 1. MAX Re q'd Force @Level . .. _ 0.40 * S psI * Wpx Fpx : Design Force @`Level .. .... Wpx * SUM(x->n) Fi I SUM(x->n) wi,. x = Current level, n = Top Level ' Gr :�: - - .. T ' s 1. •* . 'COUNTY_ BUILDING DIVISION" J . f f Richard Le Project Title: NEW RESIDENCE 9877 Izilda Ct. Engineer: Project ID: Sacramento, CA 95829 Protect Descr: 3082 4TH STREEET BIGGS CA 95917 916-501-9039 rledesign@gmail,com 'Title Block Line 6 Printed: 7 JUL 2015,11:01PM ASCE 7-10 Wind Forces Chapter 27 Part I File=c:lUsersIRICHAR-11D000ME-11ENERCA-113082N4-1.EC6 p + ENERCALC, INC. 1983-2015, Build:6.15.7.7, Ver.6.15.7.7 r.rr:r• .D LE Description,: NEW RESIDENCE f NEW RESIDENCE Basic Values r, Risk Category 2 per ASCE 7-10 Table 11.5 .1 Horizontal Dim. in North-South Direction (B or L) = 90.417 ft V: Basic Wind Speed 110.0 Horizontal Dim. in East-West Direction (B or Q = 34.0 ft Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h : Mean Roof height = 11.730 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 North : Exposure B East::' Exposure B North : K1 K2 = K3 = Kzt = 1.000 South : Exposure B West Exposure B South : K1 = K2 = ; K3 = Kzt = 1.000 East: K1 = 'K2 K3 = Kzt = 1.000 Building Period &Flexibility Category , West: K1: K2 = K3 = Kzt = 1.000 User has specified the building frequency is >=1 Hz; therefore considered RIGID for both North-South and East-West directions. Building Story Data hi Story Ht ER ' X • ER: X. - Level Description ft ft ft ft - . ROOF 11.73 11.73 0.000 0.000 ` Gust Factor. Forwindcoming from direction indicated North = :0.850 South = 0.850 East = 0.850 West = 0.850 ' Enclosure, Check if Building Qualifies as "Open" North Wall SouthWall, East Wall 'West Wall Roof Total Agross 398.820 ft^2 398.820 ft"2 „814.50 ft^2 814.50 ft"2 ; ft"2 2,426.64 ft^2' Aopenings 0.0 ft^2. 24.0 W2 49.50 ft^2 58.0 ft^2 • ft^2. 131.50 ft^2 r Aopenings >= 0.8Agross ? No No No No ! All four Agross values must be non -zero Building does NOT qualify as "Open" North Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or I % of Agross = 3:988 ft^2Is Ao > 1.10 * Aoi ? , _ No Aoi = Ao-total - Ao 2. = 131.50 ft^2.':' Is Ao > Reference Area ? _ ' No ' Agi = Ag -total - Ag = , 2,027.82 ft^2 Is Aoi / Agi >= 0.20 ? = Yes Aoi 1 Agi = 0.06485 Building is "Enclosed" when the'North wall receives positive external pressure: - South Elevation Determine Enclosure Classification per ASCE Section: 26.10. ' Reference aFea = smaller of 4 sq. ft. ;or 1% of Agross 3.988 ft^2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total - Ao'' = 107.50 ft^2 Is Ao > Reference Area ? _ Yes Agi = Ag -total = Ag = 2,027.82 ft^2 Is Aoi I Agi >_ 0.20 ?; = Yes Aoi I Agi = 0.05301 • ► :• Building is "Enclosed" when the South wall receives positive external pressure - East Elevation : Determine Enclosure Classification per"ASCE'Section 26.10 _ Reference area= smaller of 4 sq. ft. or 1 % of Agross = 4.0 ft^2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total- Ao = 82.0 ft^2' Is Ao > Reference'Area ? Yes Agi = Ag=total - Ag = 1,612.14 ft^2 Is Aoi /Agi >= 0.20 ? - _ Yes . Aoi / Agi : = 0.05086 Building is "'Enclosed" when the East wall receives positive external pressure . - . _ BUTTE COUNTY - BUILDING DIVISION', . ` A V E® Richard Le Project Title: NEW RESIDENCE .' 98771zilda Ct. Engineer: ' Project ID: Sacramento, CA 95829 , .- r ^ iProject Descr: 3082 4TH STREEET BIGGS CA'95917 ' 916-501-9039 . Y t� i rledesign@gmail.com r , Title Block Line 6 - Printed: 7 JUL 2015, 11.61PM'-• ' ASCE 7-10 Wind:Forces Cha ter 27 Part.I File=c:lUsers\RICHAR-11DbcuME-11ENERCA-:113082N4-1.EC6 p ENERCALC, INC. 1983-2015, Build:6:15.7.7, Ver.6.15.7.7. - r.r1:r•RICHARD LE Description; •. NEW RESIDENCE ' West Elevation : Determine Enclosure Classificatidn.ger ASCE Section 2610 ` f Reference area = smaller of 4 sq. ft. or 1% of Agross = -.4.0 ft^2' Is Ao.> 1.10' Aoi ? '' _ No �- , '', •" ' Aoi = Ao-total - Ao _ 73.50 T12' 1s Ao > Reference Area ? _ Yes =VAgi = Ag -total Ag _ 1,612.14 1112' • . Is Aoi / Agi >= 0.20 ? _ Yes Aoi / Agl i 0.04559 :Building Is "Enclosed" when the West wall receives positive external pressure Velocity Pressures' , When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3 North Wall = 0.5747 psf South Wall :0.5747 psf Easf Wall 0.5747psf West Wall = 0.5747 psf , r When the following walls experience leeward or sidewall pressures,, the value of Oh shall be (perTable 27.3.1) - North Walf 15.132 psf, ' -South Wall = t 15.132 psf 2-, East Wall = 15.132psf. West Wall = r 15.132 psf qz: Wind%aA Wall Velocity Pressures at various heights per Eq. 27.3-1 ' North Elevation, , r South Elevation East Elevation West Elevation ' Height Above Base (ft) $ Kz qz ^ Kz qz Kz qz Kz ` qz 0.00, 0.575 :..'15.13 0.575' 15.13 :' 0.575 15.13' 0.575, 15'13 4.00 _ 0.575 ^ ' 15.13 0.575 • � " • .15.13 0.575 15.13 0.575 15.13 8.00 s 0.575 15.13 { ` 0.575 15.13 0.575; 15.13 y 0.575. • ,15.13 Pressure Coefficients GCpi Values when elevation receives positive external pressure ' GCpi.: Internal pressure coefficient, per sec: 26.11 and Table 26.11-.1' q.. ' { ;North South EastWest +l _ 0.180 ' +l 0.180 +l 0.180 ` +l _ . • - 0.180 ' { Specify Cp Values from Figure 27.4-11or Windward, Leeward & Side Walls i r Cp,Values when elevation receives positive external pressure • `North South s East y West ' Windward Wall 0.80 0.80 0.80 * 0:80 t Leeward Wall -0.30 " 0.30 -0.30 -0 30 J. Side Walls... 0.70 i +` 0.70 0.70 =0.70 - t. :�•. WindPressures Y r • Wind Pressures when NORTH Elevation receives positive external wind pressure • ! Positive Internal Negative Internal , LeewardWall.Pressures, -6.582 psf,-1.135psf f x a Side Wall Pressures -11.727 Psf -6.280 Psf - ^` Windward Wall Pressures..". - Positive Internal Negalive•internal ' Height Above Base (ft) -. Pressure; (psf) Pressure (psf) 0.00 :7.57 13.01' . i ` 4.00 s r" r • 7.57' 13.01' f 8 . qO11 7.57 13.01 And Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal 7 Negative Internal . t Leeward Wall Pressures 1.135 psf 6.582'psf ' ' Side Wall'Pressure's -11.727 Psf -6.280 Psf Windward Wall Pressures ... Positive Internal Negative Internal F Height Above Base (ft) Pressure (psf) Pressure', (psf) _ ` 0.00 7.57., 13.01." 4.00 •7.57 13.01 ��pQ��•�� < s. BUTTE COV!!1 i .i' 8.00 7.57 - 13.01 O \n` tl'�9 V. ♦ 3 ' ;Richard Le r Project Title: ' NEW RESIDENCE 9877 Izilda Ct. Engineer: Project ID: " :Sacramento, CA 95829. ' Protect Descr. 3082 4TH STREEET BIGGS CA 95917• 916-501-9039 :'; , rledesign@gmail.com ' - Title Block Line 6Printed: 7 JUL 2015,11:61PM ° ' ASCE 7:10 Wind,Forces Cita ter 27 I p File=c:lUsersIRICHAR-11D000ME-IIENERCA-113082N4-1.EC6 .Part ENERCALC; INC. 1983.2015, Build:6.15.7.7, Ver.6.15.7.7 Lic. #: KW-06008044 Licensee: RICHARD LE Description : NEW RESIDENCE t ' ' Wind Pressures when EAST Elevation receives positive external Wind pressure ,, : '. t : _ r Positive Internal ' Negative Internal •.:.. ♦ , Leeward Wall Pressures 6.582 psf t. -1 135 psf , Side Wall Pressures -11.727 `psf ,6.280 psf f: - Windward Wall Pressures ... Positive Internal Negative Internal " ;Height Above Base (ft) Pressure (psf) • Pressure (psf) ' .0.00' .7.57 ; : 13.01, c M - 4.00 7.51 13.01 ,. 8.00 7.57 13.01 , ' .. • K `.. Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Negative Internal • - ` ! _'. Leeward Wall Pressures -6.582 psf --1.135 psf + . • ' _ . • Side Wall Pressures -11.727 psf ' -6.280 Psf, ,r , Windward Wall Pressures.'... ,Positive Internal Negative Internal, ' , ; , -• t, .; ' Height Above Base (ft) - Pressure . (psf) Pressure - (psf) : • - 0.00 7.57 , 13.01 A ' 400 ., _ ,7.57' 13.01 7.57 5 13.01. • . j> , Story Forces for Design Wind Load Cases Values below are calculated based on a building`witli dimensions B x Lx h as defined on the "Basic Values" tab. Wind Shear Components (k) Eccentricity for (ft) " •(ft-k) Load Case. Windward Wall: Building level ,� Ht R.angei Trib. Height In "Y" Direction In "X" DirectiohY". Shear "X" Shear Mt, CASE 1 �, `' 'North Level 1 - 17.60' -> 11.73 ' -H7 3.01 •h - _: •• -� • . CASE 1, South'-, :. Level 1 17.60'-5 11.73' 5.87 ; 1.47 i ' CASE 1 ' East t- Levell '17.60'-5 11.73' 5.87 - ' 8.01 - CASE 1 West Level 1 17.60' > 11.73' 5.87 - 8.01 • CASE 2 ♦ North .. I Level 1 . 17.60' ? 11.73' 5.87 = -2.26 -- 5.10 +l- .. 11.•5 CASE.2 ' . South ;-Level 1 17.60'-.> 11.73' 5.87 or '' 1.105. -- 5;10 +/- 5.6 ' CASE 2East -Level 1 17.60'-> 11.73' 5.87 " < - -6.01. -.13.56 '== +l- 81.5 CASE 2 - West Level 1 17.60'-> 11.73' 5.87:" - 6:01 ' 13.56 - +l; •' 81.5 •} CASE 3 ' , •• North & East*: Level 1 ' 17.60'-> 11.73' '6 87 ,• -2.26 -6.01 CASE 3 North & West ;Level 1 ,• 17.60' -> 11.73' - 5.87. -2.26 ; ; 6.01 CASE 3 South &' West . Level 1 17.60'->. 11.73'. 5.87.: ',1.10. 6.01 CASE 3 . . . ": South & East Level L 17.60'.; > 1.1.73' 5.87 ' . 1:10 6.01 t CASE 4 !North & East .: Level 1 17.60' - 11.73' 5.87 ::1.70 " A.51. ,.13.56 " X5.10 +l 69.8 r< CASE 4 North & West-; Level 1 ' 17.60'--5'.11.73'. 5.87 =1.70 4:51. .::.13.56 5.10 +/ ..`69.8 CASE 4: South & West Level,1 - 117.60'->, 11.73'•' 5.87 0.83 4.51 .i 13.56 5.10 °+/ 65.4 CASE 4 ,South &East Level 11% 17.60'-> 11.73' : ," 5 87 0.83 4.51 13.56 5.10 .+/ 65.4 Min per ASCE 27.4.7 1 North + ` Level 1 17.60' > 11.73' , r 5.87,' 3.19., . - -- _ ' : J' -- ' Min per ASCE 27.4.7. South ` Level l 17.60' -> 11.73'' 5.87 .' •3.19'.. _ ' -- ' Min per ASCE 27.4.7 t East Level 1 ^ 17.60'-> 11.73' 'J-8.48 • - -- -8.48 -- - ` Min per ASCE 27.4.7 West Level 1 .17.60' > 11.73' .- 5.87 _ 8:4Q� ®�/N7 � \ pp��, pp DI _ . t APV ^. Richard Le f Project Title: NEW RESIDENCE 9877 Izilda Ct. Engineer: Project ID: r `Sacramento, CA 95829. ' + p `� Protect Descr: 3082 4TH STREEET BIGGS CA95917. 916-501-9039. rledesign@gmail.com ' - Title Block Line 6 Printed: J JUL 2015, 11:01PMF t File= c:lUsersIRICHAR-11DOCUME-1\ENERCA-113082N4-,1 EC6 r • :M$CE' %-10 Wind Forces, Chapter 27,_ Part V_ - ENERCALC, INC. 19832015, Build:6.15.7.7, Ver.6.15.7.7 KW -06008044 Description: NEW RESIDENCE Base Shear for Design Wind Load Cases r North ' Values below are calculated based on a building with djmensions B x L x h as'defned on the "General"' tab: "• Wind Base Shear Components (k) West I +X ` - Load Case Windward Wall Leeward Wall In "Y" Direction '.In "X" Direction Mt, • (ft -k) Case 1 North t South r -3.01 --- * - y -Case 1 South Nortti 1.47 - .. Case 1 East . West -8.01 --- Case 1 West `East 8.01 - { r, , Case 2 _ North South 2.26. +/ • 11.5 Case,2 South North t 1.10 -- +/- 5.6 Case 2" Easy : West -6.01 +/ 81.5::P - --r Case 2 West .• East --- 6.01 +/ 81.5 Case 3 •' North & East South & West -2.26 , > : '-6.01 Case 3 • North & West South & East '-2.26 6.01 r t "Case 3 ' } : ,: South & West North &'East y 1.10 • 6.01 - Case 3 ''. '= South &East '' :North &West `1:10 6.01'' F Case 4' ;North &'East South es -4.51 -1.70 sl . -4.51 +/ ; .69 8 ' Case 4 :: ' North & West South & East s'. , -1.70 A.51 +/- • 69.8 _. Case 4 South. & West North & East',_' 0.83 _ 4.51 ' +/- 65.4' Case.4 '' South & East North & West ` 0 83 -4.51 +/- 65.4 .:Min per ASCE 27.4 .7 North 'South 3.19 - --- Min per ASCE 27.4.7 :. 1 :�. South 'North ,..3.19. Min per ASCE 27.4.7 ;East . West 8.48 = Minper ASCE 27.4.7 West`'_. East - 8.48 �.' {- s , • _ � a � , -� '• a __ P } , . ., •. • . - .., , ~ a ., 1 a. • • •• .. -} ?. BUTT COOd•Y ®1'Y 0 •` BUILEA NG. DIVISION :APP -ROVED ,. !. • r' + . • ' .fit. .,' f t'. ».• , a �yM . • > ' Roof Shear & Wall Shear ADDITION @ 3082 4TH STREET BIGGS CA 95917 - ROOF LEVEL Horizontal direction Total Base Shear (WS1)= 4.900 kips (SEISMIC CONTROL) A+ or Diaphragm L+ Area or Length Area Ratio Base Shear Uniform Load Wall Length Wall Height Total Roof Shear Total Wall Shear Vz2wl h Chord Force StrutDrag Lengt h Force Shear Wall Length Line Length Width In (ft (ft) ; 00 in (ft) (lbs) (Ibslft) (ft) (ft) (Ibslft) (Ibslft) (lbs) (ft) (lbs) a b c d e 1 62.00 17.00 17.00 0.500 2450 144 13.301 10.00 40 40 fik#### ##### ##### ##### 184 101.. # ##### ##### ##### � 84 84 #### #### #### #### 0 0 #### #### #### #### 8.4 4.9 2,3 62.00 17.00 17.00 0.500Y 245 144 24.35 10.00 4.6 11.25 8.5 ✓ 0.00 2450 0 0.00 10.00 - 0.00 2450 0 0.00 10.00 0.00 2450 0 0.00 0.00 2450 0 0.00 RA1 34-01 1 Vertical direction Total Base Shear (WS2)= 8.480 kips (WIND CONTROL) A+ or Diaphragm L+ Area or Length Area Ratio Base Shear Uniform Wall Load Length Wall Height Total Roof Shear Total Wall Shear Vx2wl h Chord Force Strut Lengt h Drag Force Shear Wall Length Line Length Widtht)lin (1t (R) (ft) in (ft) (lbs) (ft) (Ibslft) (Ibslft) (ft) (Ibslft) (Ibslft) (lbs) (ft) (lbs) 1 2 3 4 5 A 24.00 14.20 14.20 0.157 1332 94 24.00 10.00 56 125 104 ##### ##### ff#### 5i7 137 145 ##### ##### ##### 99 483 402 #### #### #### 0 0 0 #### #### 24.0 J B 34.00 31.00 45.20 0.500 4240 137 31.00 10.00 12.25 18.75 C' 28.00 31.00 31.0 0.343 2908 - 94 20.00 10.00 4.5 11.00 4.5 0.00 2908 0 0.00 10.00 0.00 2908 0. 0.00 0.00 2908 0 0.00 RA2 90.4 1 SHEARWALL 3• r u c E 5 ,0 m m CL ' L c 3 ° _ c 3 t = a Remark' d Uniform Point tx _�, N 3 `, aV in c rn .. c SHEARWALL UPLIFT FORCE & HOLDOWN Line 3• r u c E 5 ,0 m m CL Moment applied to of @ wall o c 3 ° _ c 3 t = a Remark' d Uniform Point tx _�, N 3 `, aV in c rn .. c 'Co E o e :3�qU. (lbs -ft) (lbs) 1 8.4 J! 'a E E 0 0 - NO UPLIFT FORCE 1 4.9 E- C t0 U c, G C CLL R NO UPLIFT FORCE $ 3 9 217.0 101 0 0 NO UPLIFT FORCE 2 11.25 9 217.0 101 a 0 rna NO UPLIFT FORCE z 8.5 9 (ft) (ft) •101 0 (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) (inch) (inch) 8 • 35.0 1 8.40 9.00 1.07 240 240 B 184 7/16" 1-3/8" 18d @ 6" OC E.N. SEISMIC 0. 0 NO UPLIFT FORCE B 18.75 < 9 35.0 137 12 OC F.N. 0 1 4.90 9.00 1.84 4.5 240' 240 145' 7/16" 1-3/8"• 8d @2" OC E.N. SEISMIC 18-10d, 3610 lbs ." C 11 9 35.0 •.145 0 -184 12 OC F.N. C 2 4.60 9.00 1.96 145. 240 240 HTT4 101 7/16" 1-3/8" 8d @6" OC E.N: SEISMIC 12 OC F.N. 2 11.25 9.00 0.80 240 240 101 7/16" 1-3/8" 8d @4" OC E.N. SEISMIC ' 12 OC F.N. 3 8.50 9.00 1.06 240 -240 101 7/16" 1-3/8" 8d @4" OC E.N. SEISMIC 12 OC F.N. A 24.00 8.00 0:33 240 336 56 7116" 1-3/8" 8d @4" OC E.N. WIND 12" OC F.N. B 12.25 9.00 0.73 -240 336 137 7/16" 1-3/8" 8d @6" OC E.N. WIND 12 OC F.N. B 18.75 9.00 0.48 240, 336• 137 7/16" 1-3/8" 8d @6" OC E.N. WIND 12 OC F.N. C 4.50 9.00 2.00 240' ` 336 145 7/16" 1-3/8" 8d @6" OC E.N. WIND 12 OC F.N. C 11.00 9.00 0.82 240 336 145 7/16" 1-3/8" 8d @6" OC E.N. WIND 12 OC F.N. C 4.50 9.00 2.00 240 336 145 7/16" 1-318" 8d @6" OCE.N- 12 OC F.N. WIND UPLIFT FORCE & HOLDOWN Line c 3 3 LM u c E 5 ,0 m m CL Moment applied to of @ wall ° c 3 ° _ c 3 t = a Remark' Uniform Point Simpson Simpson (ft) (ft) (lbs/ft) (lbs) (lbs/ft) (lbs -ft) (lbs) 1 8.4 9 217.0 184 0 0 - NO UPLIFT FORCE 1 4.9 9 217.0 184 0 0 NO UPLIFT FORCE 2 4.6 9 217.0 101 0 0 NO UPLIFT FORCE 2 11.25 9 217.0 101 0 0 NO UPLIFT FORCE 3 8.5 9 217.0 •101 0 0 NO UPLIFT FORCE A 24 8 • 35.0 56 0 0 NO UPLIFT FORCE B 12.25 9 35.0 137 0. 0 NO UPLIFT FORCE B 18.75 < 9 35.0 137 0 0 NO UPLIFT FORCE C 4.5 9 35.0 145' 0 1226 - HTT4 5/8" 18-10d, 3610 lbs ." C 11 9 35.0 •.145 0 NO UPLIFT FORCE C 4.5 9 35.0 145. 0 1226 HTT4 5/8" 18-109190 s' 10 pp�� BB . r s UNW h. T APPS®VE`. 1 JJA; ' 3;A_31 -f 6 n j �• � _ `"�' �t C�� ,`1 � .,, �'kc,u• 's Pie ff 'iz : i � j � j a, �7�' =i { t4 r � 4 .ms's ,n 1 u C� �, � �'ry �. t1! �, a c•+ � ` +v, '� � po { � ti to •..f i c tU -- {?= 4y � .: � � 'y�� -"_ � ;� j� :!j s i �„ 1{j L: ,, ..... .... . ftcortw -3 jE:�: "^i,.?1.:i: i �� .��1. �! '".?'r.t � .,�,'1�• `1` ��c,!' � � Qt -S OFS j � r CG,' tli.�.� i Qr.B 1 1• � '•., s :);� ami} b!_.�.._-..._._».. _�_....... A$,1' ov.;: 0,e.t. w h:,:;l�,'21��+ ;,� i ;� '•$r �M`'l':•-� ,:�.,,i i tGr �» t DAS i.Ei��: i � �l;".J l (:•C; �: , 'd.A S ..iJh':nt 7lllr TCa`^_. J OAS 0?,^ § +J�.G j,00.G �1T.TT S Yf :, i, +BtE j "� ht`, rtiI i i Gl>S tAi a0 i UO B ! C La c au,Q?•4 6'c,G (t1'i.`.TCitl..�;, r�. :1.l Jc.+' s)►►o ; S.x-T C9 G c5:.,tr S ✓l'.`,�. �V.1.'vT.�.} v .ba „`it !~, i';C HCl' ?_ ..... Usti +A« .._ Yi♦Z., ((;..f?'J(�t'.$l c1 j 0!"tV' TF, '''' f _t _.' �S + G';•T i l7ri f ! SAS i SI3.� �O.i? +'tl�.r t t f,�` y (�• y.au "ei� 1 °° r�`� Oal yi` t aU Ot.5 f-_. i 00 c 0o.e i rc-it, I-7 w 'o` � (( -_, :V'.,:•it r�''.•1 to ; th ; ,.•- ii t...•.,.nr...«••.-...:..w»...•w,.•..........er.s...�...,,.o,.«.. j f w..s,..+.ne�.....,,... �AC',2f�Y� ,i,� �O'Ci��' 1• . .a. ,war.w..,,w�.., w...... .r..., .•-.. JT� '��'�'' ....wei....,...»,.� 1 1 ! ff;�!'y ^ ti!'i,R;i7!s(• M' ...:....r.•.r-n+,..,w�......-..u.`�'"` ,wnu„,.,3..:-»•...w.,....w..��.��l!,, { y �� . .... = ...,-r r .�. ..,,.t..�....,...u.�.i, i''. j �� ..�,,,.� f� ;ii•aclt) (3�i2:1t% (�r t'':9) � !i'i�iG71> Z ']!� ; (.�i`j« � .S :s�)�Q� 1 ai�,:,,� r•,iq fi !, I ! J Q {, J „n' i !?.Cr;..i.. a }�i j V. L ON J' F i? 4 i.A- _f.. ' 0 u et'r O 1�I -�.. v 3:7Si'J” T:il.lc C i :�: Jai ; 1_ } ! J C f�TOP C�.it" j e , .ti � f, id (-,m i ..._...J—........... •1^. 1 t� N �_..,-....�., f�.,,,_,,,,,(..r...... ..,..t•.4F. }Y. + t..i + f'. i 7:'i0 1 • :79 '�J,: tau: 'J"".!74 4 �p � o ;::r E �.�r: xli OrQ`^.bE)' BSSt?A! O.c::. + 011 =t:..q_.....,s.. »� e s c ._.t ..� f.. :Y�ICICQ,iI+T+:YT ' "Ska OT -JH as{i.T_06.h1 az � �,1� i � i I-7 PROJECT: 3082 4TH STREET BIGGS CA 95917 PAGE: CLIENT: DESIGN BY: RLE JOB NO.: DATE: REVIEW BY: 'Top 04 ,Splige I Lateral Force = 8.48 kips Diaphragm: Building height, h= 11.75 ft Length , Lx= 90.42 ft Width , By= 28 ft Lateral force, f= 93.78 plf W_ f /2= 47 pif Mx= w. Lx^2/8= 47923 lbs Chord Force: Fx= 1712 lbs Roof Diaphragm: Vx= w. Lx/(2. By)---' 76 plf Use 7/16" OSB panel, 8d nail @ 6" OC E.N., 12" OC F.N, unblocked, Vallowable = 150 plf a PROJECT: 30.82 4TH STREET BIGGS CA 95917' PAGE: •- CLIENT : i- "' `'°Yry DESIGN BY: r ' JOB NO.: k..., DATE : ° ,: REVIEW BY: ,RLE Top•.Plate Connection Design'Basedon NDS 2008 INPUT DATA & DESIGN SUMMARY DIAPHRAGM CHORD FORCE RESISTED BY THE TOP PLATE ,T = C = 1.712 - k NAIL TYPE ( O=Common Wire, 1=13ox, 2=Sinker) 3 . 0 Common Wire Nail NAIL PENNY -WEIGHT ( 12d, 16d, 20d) ;: 3. , 16d LUMBER TYPE ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), r-; t 0 Douglas Fir -Larch, G=0.5 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LUMBER GRADE • ( O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=No.2,3 Nott. V 4=No.3, 5=Stud, 6=Construction, 7=Standard�, 8=Utility) TOP PLATE SIZE " Double C.��...J : `x 6 No.2,bouglas Fir -Larch, G=0.5 M LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CID = 1.6 ' WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 J TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58 1-61 USE 2 ROWS 4 -18d NAILS @ 2-1/2 in ox., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) _ 2-1/2" MIN SIMPSON STRAP iT T F, ' T Y ........ , .. i T 4- . 48" MIN , + F t ANALYSIS` DESIGN VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft = 575 + pSl •- , AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A • _ -' 8.25 in t SIZE FACTOR (Tab 4A, NDS 2005 SUPP, Page 30) d CF=1.30 ` ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFtCpCMCtCF = , 9.87 k - _ r > T, SIMPSON STRAP NOT REQUIRED. NAIL LENGTH ,r L = 31/2 in SIDE MEMBER THICKNESS 4 _ _ 1,1/2 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER P _ ' 1.99 'in" ' NAIL DIAMETER D. _ 0.162 in THE PENETRATION FACTOR (Note 3, Tab 11N,'NDS 2005, Page 97) Cd = 1.00. s THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 :TABLE 11N, PAGE 97, AS' ' . A • -- Z = 141 - Ibf F THE ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS , e T = ZCipCiMCtCd 226 Ibf THE NUMBER OF NAILS REQUIRED IS i. ,;, ~, n = rT / Z' _ 7.6 = 8 Nails _ USE 2 ROWS 4 -16d NAILS @ 2-112 in o.c., EACH SIDE. " BUTTE, COUIV`� + , BUILDING DIVISION APOVD BEAMS & HEADERS 3082 4TH STREET BIGGS CA 95917 Roof, r: DL= 14 psf LL= 20 psf Wall, w: DL= 18 psf W L H1 L= 6 ft B = 2.5 ft (Tributary width) Wr= (14 + 20) x 2.5 = 35.00+ 50.00 plf Ww= 18 x 5.25 = 94.5 plf W= 129.50+ 50.00 plf 131 L= 5.5 ft B = 15.5 ft Wr= (14 + 20) x 15.5 = 217.00+ 310.00 plf Ww= 18 x 0 = 0 plf W= 217.00+ 310.00 plf H2 L= 4.5 ft B = 15.5 ft Wr= (14 + 20) x 15.5 = 217.00+ 310.00 plf Ww= 18 x 0 = 0 plf W= 217.00+ 310.00 plf Point Load: from truss A6 P= 8624 lbs at 3 ft from beam 81 P= 1460 lbs at 3 ft 10084 lbs at 3 ft BUTTE COUNTY BUILDING DIVISION APPROVE 4011 Sierra• -g- Blvd., Loomis,95650 ��1VlEWta�D - • • .. .. • .. :.i TRUSS5033 FeatherRover Blvd., 01mvehurst. CA 95961 PhoneI :: I 743-8856 "Serving The Best Builders �liE at REcavED 3082 4th StreetAPRT 2822`'' RS AND ASSOCIATES REVIEWED FOR CODE COMPLIANCE -t: RECEIVED - 04 New Residence MAY 2016 APR 26 2016 TRE AND ASSOCIATES BUTTE COUNTY DDS _..._.._ BUILDING ° PLANNING �.�... �.__.. Biggs, Ca 01V Truss Des'aner: Tracking / Work Order # : Bryan Wagner PERMIT # til, 0140615 p BUTTE COUNTY DEVELOPMENT SERVICES brvanwCcDhomewoodtruss_com Phone: (530) 743-8855 RGV��W� FOR =g �r%r%rs ^• • I I A w 1^r PDF created with pdfFactory trial version www.pdffactory.com VICE UTY --Lead Bearing - Wail Heights: Sheathing: PH (530)743-8855 Fax (530)743-8856 i HOMEWOOD TRUSS CO. 5033 FEATHER RIVER BLVD OLIVEHURST, CA 95901 (3 -PLY) Ac Al ! Al ,...,... _L.— .., A^. Naw Residence 3082 4th Street Biggs, CA 95917 i1'Ii • • r !i•.1... .._ . �i ......1 !s .1... �. .1.7 I1 I ii I HANGAR SCHEDULE b= MUS26 Qa r E COUNTY LJW BUILDING DIVISION APPROVED SALES REP: BW WO#: 0140615 DUE DATE: 06/10/15 ;SCALE: 1"-9. 0" DSONR/CHKR: AW / BW (Date: 6/10/2015 14:15 TC Live 20.00 psf iDDurFac-Lbr 1.25 TC Dead. 14.00 psf 1Dur£a-^_-Flt 1.25 BC Live 0.00 psf O.C. Spacing: 2 BC Dead 8.00 psf Design Spec: CRC -2013 #Tr/#Cfg: 42 / 14 Total 42.00 psf - Az PH (530)743-8855 Fax (530)743-8856 i HOMEWOOD TRUSS CO. 5033 FEATHER RIVER BLVD OLIVEHURST, CA 95901 (3 -PLY) Ac Al ! Al ,...,... _L.— .., A^. Naw Residence 3082 4th Street Biggs, CA 95917 i1'Ii • • r !i•.1... .._ . �i ......1 !s .1... �. .1.7 I1 I ii I HANGAR SCHEDULE b= MUS26 Qa r E COUNTY LJW BUILDING DIVISION APPROVED SALES REP: BW WO#: 0140615 DUE DATE: 06/10/15 ;SCALE: 1"-9. 0" DSONR/CHKR: AW / BW (Date: 6/10/2015 14:15 TC Live 20.00 psf iDDurFac-Lbr 1.25 TC Dead. 14.00 psf 1Dur£a-^_-Flt 1.25 BC Live 0.00 psf O.C. Spacing: 2 BC Dead 8.00 psf Design Spec: CRC -2013 #Tr/#Cfg: 42 / 14 Total 42.00 psf - S ALPINE hVkilVLii'S44!!4' Engineering eJob 4/18/2016 This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 F Work Order: 0140615 Job Customer: Sunny Dhami Job Name: New Residence Job Address: 3082 4th Street Biggs, CA 95917 Alpine ID: T525704.J554105 I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 q 03 Z ®®0 C , ALPINE . rV1TSY3'.'6oWt' - Engineering eJob 4/18/2016 Table of Contents Page No. Truss Label 1 Al 4 A4 7 A6 10 V2 13 V5 Page 1 Page No. IFTruss Label Page No. IFTruss Label 2 11 'A2 3 A3 5 IF A5 6 A5G 8 if - AG 9 V1 11 V3 12 V4 14 V6 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 W .� 0 � i r) 00 lr. 00 00 e _ z r x Fn ®� z Ot ALPINE 4,� z' Engineering eJob -4/18/2016 v r Truss Engineer Design Responsibilities The engineer's'signature on this design certifies that the individual component depicted, if built ,with the materials and to the placements and tolerances specified, will bear the loads shown i on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design.'The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those j ' required by the'plans and by the actual use of the individual component. The building designer ' is responsible for ascertaining that the loads shown on the designs meet or exceed applicable ; building code requirements and any additional factors required in the,particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of -the individual component assuming that the .t loading and dimension requirements are as represented to the engineer. The suitability.and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not_ responsible for anything beyond the•specific scope of work set forth above, rincluding but not LL` limited to, -the loading factors used in the design of the component, the dimensions of the z component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection Jo the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the ? foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of,the building. This is a high quality facsimile of the original engineering " document. A wet or embossed seal copy of this engineering document is available upon request.. ." = Alpine; a division of ITW Building Components Group Inc. t - T 2820 N. -Great Southwest Pkwy.t^0. ` wa ,`� Grand Prairie, TX 75050 >. C ' k 800-521-9790 - , 4 ALPINE • a�+rT�V�i+tiv'ty Engineering eJob 4/18/2016 Required Details* Other Available Details* http://www.itwbcq.com/trussconnections.iphp nections. ghp *Sealed versions of these details are available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 a 4P Job Name: New Residence - Truss ID: Al Qty: 11 SRG X -LOC REACT SIZEREQ'D 1 0- 1-12 1302 3.50" 1.50" 2 27-10- 4 1302 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 1 L= -0.17" D- -0.32" T= -0.49" �. Joint Locations - �1 0- 0- 0 60- 0- 0 2 7- 6- 0 7 9- 4- 8 3 14- 0- 0 8 18- 7- 8 4 20- 6- 0 9 28- 0- 0 5 28- 0- 0 CRITICAL 19taER FORCES: TC COMP.((DUR. )))/ TENS.(WR.) CSI 1-2 -2814(1.25)/ 93(1.60) 0.48 2-3 -2496 1.25 / 95 1.60 0.37 3-4 -2498 1.25 / 95 1.60 0.37 4-5 -2814 1.25 / 93 1.60 0.48 BC CQI4SM / TENS.(" CSI 6-7 -45(1.60)/ 2613(1.25 0.59 7-8 / 1724((1.25 0.50 879 -44(1.60)/ 2613 1.25 0.59 MB COMP. (DUR.)/ TENS. WR. CSI 2-7 -508(1.25)/ % 1.60 0.30 3-7 / 800 1.25 0.32 3-8 / 801 1.25 0.33 4-8 -508(1.25)/ 95 1.60 0.10 TC 2x4 DFL 81 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BOLL PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. 14-M i 14-0-0 1 2 3 4 51 4.00 6X6 W:308 R:1302 U:-93 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -93 lb 2 -93 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 62.00 ft, Bldg Width = 30.00 ft Mean roof height - 12.49 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 56 sgft 2 0313 W:308 R:1302 U:-93 BUTTE C®UN' UILDING DIVISION „APPR®3 SHIP 28-0-0 No. C 72160 ~ 6 7 8 9r ! t Civil �OF CAI-1� . oo� by H g n pWos'vm'o2neaf0 Jo,m :01 R orf. •Cllc'e sats arid false �� motes °ter Satre�rtgUh.18 ga water are ALPINE 4/ 18/2016 are posboned as shown above. Shlft gable stud plates to avoid overlap wd structural plates. 268 - Homewood Truss **WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** Cust: Sunny Dhami DIR: (cor) FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ve_J+L0140615_L00007_J00001 ^ Trusses require ememe care In fabricating, handling, sipping. Installing and bracing. Refer to and follow the latest edition of SMI (auemng Component WO: D ri V E_ 0140615_L000 i #LC 40 WT/PLY: 14 smsWprwldetemporarylregrgpa BCSI. Unless safety information. by TPI andVV ) for safety practices prior to perfuming these functions. mteg Dsgnr: AW - TC Live 20.00 psf Li r L=1.25 P=1.25 V To rioted otherwise. top Mud shag hive properly attached structural sheaUeng and bottom chord shell have a property attetlred dilid ceiling. Locatbns shown �� f� t71� for permanent lateralab ve and of webs int neve bracing U�geo per then sections 83.87 or 810, es applicable. Apply plates to each feta of buss arch position ea Grown above and on me,Idnt Debella report urdess noted otherwise. TC Snow (Pf) 0.00 psf SnowDur L=1.15 P=1.15 owOu 11L111�\\\\IIJII IIL�� aping, a dhislan of ITW Building Comporhants Group Inc., shall not be responsible for any deviation from this drawing, any failure to buid the ws in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens ANl71V CONPANI conformance with ANSVTPI 1, or for handling, shipping. Installation & bracing of trusses A seal on this drawing orcoverpaga!lathtg this drawUtg, lgdicetes ecceptence olprofesslortal engineering reaponslWUty, BC Live 0.00 psf 1.15 / 1.10 / 1.10 2M N. Great SW Pkwy. Gland PrdlAe, TX 76050 solely flor the design shown The sullabl'1'=d use of this drawing for any structure Is the responsroUlty of the Bonding BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 DeslgnerperANSVTPI f Seel TRUSPLUS 6.0 VER: T6.5.20 Fu more irdomslun see ads lob's general notes pep and these web slim �,,,,,_......... ..y... ,, ,nr,.,,....« N. d,.,.,,.�d a.,m,.r.,,«., wr•,.."„r.�,.er.., Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2401 Job Name: New Residence Truss ID: A2 Qty: 5 71 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1638 3.50" 1.75" 2 27-10- 4 1638 3.50" 1.75" MAX DEFLECTION (span) : IL/800 MEM 2-3 (LIVE) LC 3 L- -0.42" D- -0.49" T= -0.91" - Joint '1 0- 0- 0 9 28- 0- 0 2 6- 3- 0 30 0- 0- 0 3 11- 2- 0 11 6- 3- 0 4 12- 3- 6 12 11- 2- 0 5 14- o- 0 13 16-10- o 6 15- 8-10 14 21- 9- 0 7 M-10- 0 15 28- 0- 0 8 21- 9- 0 16 14- 0- 0 CRITICAL NEKBER FORCES: Tc CORP.(DUR. / TENS.(DUR.) CSI 1-2 -39051.25 / 0.45 2-3 -32751.25 / 0.96 3-4 -29121.25/ 0.68 4-5 -2S0.90/ 141(1.25) 0.84 5-6 -250.90/ 141(1.25) o.84 6-7 -29721.25/ 0.69 7-8 -3275125/ 0.96 8-9 _390511:251/ 0.45 SC Ca1P.(0UR.)/ TENS.OUR. CSI 10-11 / 3653((1.25 0.64 '.11-12 / 3653(1.25 o.B7 .12-13 / 3047(((1.25 0.63 113-14 / 3653 1.25 0.8) 114-15 / 3653 1.25 0.64 Y8 COMP. (DOR.)/ TENS. DOR, l 2-11 -21(1.253/ 156 3.25 0.06 2-12 -807(1.25 / 79 1.60 0.37 1 3-12 / 684 1.2S 0.28 7-13 / 684 1.25 0.28 8-13 -807(1.25)/ 79 1.60 0.37 8-14 -21(1.25)/ 156 1.25 0.06 TB Cam. BUR. / TENS.(DUR.) cs1 4-16 -3196 1.25 / 0.88 36-6 -3196 1.25 / 0.88 AW COMP.(DUR.)/ TENS.(DUR.) CSI 16-5 / 110(1.00) 0.06 TC 2x4 DFL dl & Btr. BC 2x4 DFL S1 & Btr. 2x6 DFL 55 12-13 WEB 2x4 DFL STANDARD TIE BEAM 2x4 OFL STANDARD ATTIC WB 2x4 DFL STANDARD Attic room load 45 psf, plus any added loads indicated. Room LL Defl. is L/360. Loaded for 10 PSF non -concurrent BOLL. Attic collar tie requires lateral restraint shown plus bracing at the panel points of the collar tie (unless noted otherwise), or rigid sheathing is required. 4I131 = 0313 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118 - PLATING BASED ON GREEN LUMBER VALUES. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 14.0-0 i 14.0-0 1 2 3 4 5 6 7 88 9 4.00 -4.uy --- 6X6 1,5X4 1Rd F] �7\l4>tar�a•�e� .tea t •� UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -S4 lb -54 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zane Exp Category = C Bldg Length = 62.00 ft, Bldg Width - 30.00 ft Mean roof height - 12.49 ft, mph =13110 Occupancy Category II, Dead load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 70 sgft ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 68.00 0- 0- 0 68.00 11- 3-12 0.59 TC Vert 8800 11- 3-12 88.00 31-10- 2 0.45 TC Vert 68..00 51-10- 2 68.00 16- 1-14 0.59 TC Vert 88.00 16- 1-14 88.00 16- 8- 4 0.45 TC Vert 68.00 16- 8- 4 68.00 28- 0- 0 0.59 TC Vert 84.00 28- 0- 0 84.00 29- 6- 0 0.48 BC Vert 16.00 0- 0- 0 16.00 11- 3-12 0.00 BC Vert 106.00 11- 3-12 106.00 16- 8- 4 0.75 BC Vert 16.00 16- 8- 4 16.00 28- 0- 0 0.00 4-6 V 20.00 11-10- 2 20.00 16- 1-14 0.00 .Type.., lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 1.00 TC Vert 0.0 27-10- 4 1.00 BC Vert 40.0 12- 0- 0 0.00 BC Vert 40.0 16- 0- 0 0.00 BUTTE C OUN R BUILDING DIVISION 5-11 APPROVED SHIP 0-3.13 B1 B2 W:308 W:308 R:1638T. P-1638 11I•-54 28-0-0 T U:-54 28-" r 10 11 12 13 14 15 All connector plates are ALPINE Wave 20 Strength 18 ga. Plates are to be 1=onel are positioned as shown above. Shin gab )h Strenr 20ga . 'S' for Super ates and false frame plates structural plates. T. No. C 72160 ciVIlt_ �oF call 4/18/2016 268 - Homewood Tru S "'"WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT"* Lust: bunny unami DIR: Dri ve_M_0140615_L00007_100001 (G4j� FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ^ require e&eme Coe in fabricating, handling, shipping. Installing and bracing. Refer to and follow the latest edition of SMI (Building Component W0: D ri ve. M 0140615_1-000 AW #LC 84 Wr/PLY: 16 34 Safety lNormetbn. by TPI and WTCA)fa pertaining prior to functlorhs. InstaDerashdpmvidetemporerybrecbgPe&SI. Untese Dsgnr: = V VTrusses io1 noted otherwise. tap chord strew have propedy attached structural sheath r g and bottom NON stall have a property attached rW calling. LoceBans shorn TC Live 20.00 psf Li r L=1.2 5 P-1.25 o1 webs Nall have Deport, Installed pa SCSI also. s B3. BT or B/0, as epplkeDle. Apply plates W pati tate of suss and lateral above and shown postDah as shown sews pnd a, rap eoDd oateas repel, wuess noted othandae. position TC 5 noW (Pf) 0.00 psf owDu S nowDu r L=1.15 P=1.15 Alpine, a &Asian of ITW Wlftg Cumpahents Group Inc., shall not be respahsrole for any deviation from this mewing, any tallure to bund me truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens Am n w COMPANY conformance with ANSUTPI 1. or for hanmirg. shipping, Installation a tracing or trusses A sear on ids drawing or cover page listing this drawhg hnalcates acceptance or profiessfonar engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2810 N. Great S W Pkwy. Grand Phobia, TX 76050 solety for the design shown. The atdaaenityand use of this drawing for any sbucture is the responsibany of the BWId/ng BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 DeafgnerperANSM I Sec.2 TRUSPLUS 6.0 VER: T6.5.20 FormaelNamaaonsaetWs)obagenemnotwpeyemdmesew�stes Bld COde: CRC -2013 L/240 'TC: L/24 ALPINE: ' TPI: WTCA: ' ICC: 9 DEFL RATIO: Job Name: New Residence Truss ID: A3 Qty: 2 BRG X -LOC REACT SIZE REQ'O_ TC 2x4 DFL S1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 1-12 1124 3.50" 1.50 BC 2x4 DFL 31 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 23-10- 4 1516 3.50" 1.62' WEB 2x4 OFL STANDARD Bearings designed for an Fc Perp value of the 1 -89 lb MAX DEFLECTION (span) -.Kcr (creep factor) 2.00 lesser of the truss chord lumber value or 2 -137 lb L/999 MEDT 3-4 (LIVE) LC 1 Refer to Joint QC Detail Sheets for 625 for all bearings. This truss is designed using the L= -0.13" D= -0.23" T- -0.35" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-30 Wind Specification MAX DEFLECTION (cant) : Loaded for 10 PSF non -concurrent SCLL. testing and approvalas required by IBC 1703 Bldg Enclosed Yes. L/999 MEN 6 -OR (LIVE) LC 45 PLATING BASED ON GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR -1118. Truss Location Not End Zone L- -0.05" D- -0.05" T- -0.10" Right Overhang(s) are not to be removed. Not des' ed for attic storage unless Exp Category C Joint Lotions °e. OVERHANGS) MAY BE SHORTENED UP TO 3" MAXA noted otherwise. Bldg Length 62.00 ft, Bldg Width = 30.00 ft 1 0- o- 0 7 0- 0-0 = Right overhang Soffit loading - 5.0 psf Install truss a5 shown relative to bearing Mean roof height - 12.49 ft, mph = 110 2 7- 6- 0 8 9- d- a 3 14- o- 0 9 18- 7- 8 -1968((1.25)7/ and load locations. - Do not reverse =� Occupancy Cate gory.II, Dead Load - 13.2 psf Designed as Main Wind Force Resisting System d 2D-6- 0 10 23-10- d 5 23-10- 4 11 28- L o 45 1.60 0.02 -Low-rise and Components and Cladding 6 28- 0- o are positioned as shown above. Shift gable stud plates to avoid overlap w structural plates. Tributary Area = 56 sqft TC COW OUR. / TENS. DUR. CSI 1-2 -2216 3.25 / 76 1.61 0.44 2-3 3-4 -1899 1.25 / -1243 1.25 / 61 1.61 0.35 72 1.W 0.38 d-5 -341 1.60 / 895 1.2 0.42 s-6 -353 1.60 / 903 1.25 0.25 6 -OR 0(1.25)/ 37 1.2 0.14 2X10 3X6 T200"h 25 7 8 (1.60)/ 1W. 061 8-9 / 1156 1.2 O.s3 9-30 -7(1.60)/ 974 1.25 0.34 10-11 -816(1.25)/ 356 1.W 0.11 V8 COMP. )/ TENS. DUR CSI 2-8 -498 3.M 95 1.60 0.10 3-8 / 807 1.25 0.33 3-9 184(1.25 / 129 1.60 0.14 4-9 334 1.25 0.14 d-10 -1968((1.25)7/ 249 1.60 0.62 5-30 --11(3.603/ 214 1.25 / 45 1.60 0.02 14-0-0 14-0 0 1 2 3 4 5 6, 4.00 -4.Oq BUTTE COUNTY 6X6 BUILDING DIVISION 1.5X3 4X8 ¢,� P P ROVE D APPROVED 41]-13 1.5X3 5- 11 SHIP 2X10 3X6 III _ � 2 0-3.13 3X4 5X6 3 0-3-13 f0� 02 W W:gN :308 w:3os u" T. Ti c� R:1124 8:1516 U:-89 U:-137 28.0 0 No. C 72160 7 8 9 10 11 CIVlI- OF CAI All connector plates are ALPINE Wave 20 ga., unless preceded by'Fr for H'gh Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint C='Cl Cl o dates aril false frame plates 4/1812016 are positioned as shown above. Shift gable stud plates to avoid overlap w structural plates. 268 - HomewoodTrus **WARNINGI nt" READ AND FOLLOWALL NOTES ON THIS DRAWING! 'IMPORTANT" Cust: Sunny Dhami DIR: Dri ve-.M_0140615_L00007_700001 (CAj� FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses repute ext erne care In tawleffum hmdmg, shipping. InstaftV end bre0 q. Refera and kftw the latest emnon of SCSI (BuDdrrg Campmern Inse6ersahaAprmAderanpararymemgperBCSI Men W0: Dri V eJ�L0140615_L000 Dsgnr: AW #LC - 47 Wr/PLY: 1534 Tr pe.hr9ift.Wits.. Safety tntamalim,byTPiMWWTCA)fasafatyprea prbrmmm notbd attterwisa, tap dwrd draft have properly stledrcd MKtjrW 5t Vit aro bottom Bard sheD toVa a Properly atbdad ngb cdfmg. tnce9ans shown TC Li 20.00 psf Li veDu r L=1.25 P=1.25 ^ �� f� r1 � o a reffi rw ohms SwO have bradrtp Installed pa ftow Oms 83.87 dr 810, es ep Me. Apply plates to early tete d suss and Pdygd„agrdwnaDoemmonme.lmdDetagsraprx4u+dessrloteaaAerasa. posits asmown TC Sntnv P 0.00 psf ow(f SnowDur L-1.15 P=1.15 IIUjt�\\VVI II !f//CJI AGirre, a dNsim of nw BWldtng CampmmM G vup Int., shd rat be reWm5bb far any deasum tram oda cb mi, any fewra to bad the trusa h TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN f!W COII�ANy 2MN.GmarSWPkwy.G1&MPr+b1�TX7WW cwtdrmone wnh ANSVU4 i. a for handkQ, . InsWoUon & Warktg N busses A stem on tfgs drewing or emwr page listfng ova draw hugca0as actuante armcfeWanaf enghreerfrig responstwlny design driewtng for is the resyomlbSfty of the flullding - BC Live 0.00 psf 1.15 / 1.10 / 1.10 2- 0- 0 aotafy for the sAown. 7Dre sultabinryand use ofthis any structure Designer per ANS47P11 Seel BC Dead 8.00 psf O.C.Spacing TRUSPLUS 6.0 VER: T6.5.20 For mare infamatlan see tfdsiab'e geram nabs page and mese reb stlea ALPINE:TP1: WMA: ,�: Bldg Code: CRC -2013 JDEFL RATIO: L/240 TC: L/24 Job Name: New Residence Truss ID: A4 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1268 3.50 1.50" 2 23- 8- 8 209 3.50" 1.50" 3 25- 8- 0 9 3.50" 1.so: 4 2.7- 4-11 1225 5.62" 1.50" No DEFLECTION (span) : L/999 MEN 3-4 (LIVE) LC 42 L- -0.19" D= -0.35" T- -0.54" "-. loin Locations ."o. 1 0- 0- 0 6 0- 0- 0 2 7- 6- 0 7 9- 4- 8 3 14- 0- 0 B 18- 7- 8 4 2D- 6- 0 9 27- 7- 8 TC COMP. (OUR. / TENS. ((WR. CSI 1-2 -2715(1.25/ 103(1.60 0.47 2-3 3-4 -2400((1.25 / -2224 1.25 / 104 1.60 0.36 123 1.60 0.45 4-5 -2515(1.25 / 119 1.60 0.47 BC COMP. (Oi1R. / TENS. DOR. CSI 6-7 -48(1.603/ 2518(1.25 0.62 7-8 -10((1.603/ 1619((1.25 0.54 8-9 0 1.60 / 1200 1.25 0.51 MB COMP.(WR.)/ TFJiS. WR. CSI 2-7 -500C(1.25))/ 96 1.60 0.10 3-7 / 820 1.25 0.33 3-8 / 589 1.25 0.24 4-8 -435(1.25)/ 98 1.60 0.09 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 P5F non -concurrent BCLL. Nark all interior bearing locations. PLATING BASED ON GREEN LUNBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category C Bldg Length 62.00 ft, Bldg Width = 30.00 ft Mean roof height = 12.49 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 55 sqft I 41 -13 2 0-3-13 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior support(s) before erection. Not designed for attic storage unless noted otherwise. 1 14-M r 13-7-8 1 2 3 4 5 4.00 6X6 -4A UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -96 lb 3 -150 lb -285 lb HORIZONTAL REACTION(5) support 2 2311 1b support 3 -1200 lb support 4 -1367 lb BUTTE COUNTY BUILDING DIVISICN 5 11 APPROVED X8 tSHIP 0-5-5 a®_c1�.7 T2QAr_ IL: 27-7.8 0-4-8 6 7 8 9 STUB OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by °M for H' h Strength 20 ga., 'S' for Super SUength 18 ga. Plates are to be positioned per Joint Detail Repo . caroled es and false frame plates are positioned as shown above. Shit gable stud plates to avoid overlap structural plates. No. C 72160 IIV11- P .q�CAU� 4/18/2016 A 268 - Homewood Tru s **WARNING/*" READ AND FOLLOWALL NOTES ON THIS DRAWINGI **IMPORTANT** Cust: sunny Dham1 DIR: Drive_A 0140615_L00007_300001 �1� FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THEINSTALLERS. Trusses require extreme cine In fabricating, handling, sopping, Installing and brazing. Refer to and fallow the latest edition of BCSI (Butiding component Safety information. by TPI and WICA)forsafetypractimprior MperformIng thesafliftdions. Insaaemshaopmmetempomlybreangper BCSL unless WO: Drive -M -0140615-L000 Dsgnr: AW #LC - 42 WT/PLY: 1394 ry anted o0terwlse, top cho shall have property coached strucbrral sheagdrg and bottom chord 9ma have a properly anached rigid ce[Mg. Locations shown TC Live 20.00 psf L i r L=1.25 P=1.2 S ,i r, r� n forpo permanent restraint a webs strew have bracing installed p� cher sections ea. BT or Bto, as eppucame. Apply pretax to earn rade or wsH anti �U�\\�J� can eb posmaressnawneboveenaonme,tdntoetausrepon.urdessnoteaomerwsa. TC Snow(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 `j/-��[� Alpha, adts�mlTWBulidNgComponsmsCvwpIn<., shall! not beresponsible for mydeviation from this drawing, afryfellure10buildthe wssIn TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COAfpANy corran lance with ANSNTPI i, or for handling, stumping, installation & bracing of busses A seal on this drawing or cover page listing this drawfng, indicates acceptance aprofassfonalineering responslbli ty BC Live 0.00 psf 1.15 / 1.10 / 1.10 IMftGreetswpnwy.GrarwPrelrra,TX76080 solely for the design shown The suiraautyanduse oftNadrawing for any structurolathe rospon�altyofthe Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 DesignerperANs1/1P! t Ser -2 TRUSPLUS 6.0 VER: T6.5.20 For more Information see this job's generalnotes pap and these web sft Bldg Code: CRC -2013 TC: L/24 ALPINE: www ntmlnolhv mm. Tpl.. YLftmg Om: WTG: wwW_WAadlLgMerg,• ICc: www kgsgfw ere DEFL RATIO: L/240 Job Name: New Residence Truss ID: A5 Qty: 13 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1286 3.50" 1.50" BRG HANGER/CLIP 1160NO� 1.50" 2 "HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEN 3-4 (LIVE) LC 1 L- -0.18" D= -0.34" T= -0.52" -3 �. Ioint Locations oe. 0- 0- 0 6 0- 0- 0 2 7- 6- 0 7 9- 4- 8 3 14- 0- 0 8 18- 7- 8 4 20- 6- 0 9 27- 7- 8 5 27- 7- 8 CRMCAL N9W FORCES: Tc COMP. (((OUR. )))/ TENS. WR. CSI 1-2 -2768(1.25)/ 97(1.60 0.47 2-3 -2451 1.25 / % 1.60 0.37 0-5 -2666 1.25 % 101 3.60 0.36 8C COMP. (7 -46((OUR.))}/ TENS.25 8 (((DU1.R. CSI 8-9 (1.60-42 2460(1.25 0.51 7-j 00 8 1 1.60 / 1677 1.25 0.51 WB C011P. (pUR. / TENS. WR. CSI 2-7 -503(1.25)/ % 1.60 0.10 3-7 / 807 1.25 0.33 3-8 / 697 1.25 0.28 4-8 -456(1.25)/ 95 1.60 0.09 TC 2x4 DFL #1 & Btr. 8C 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Not desidned for attic storage unless noted otherwise. t 41 -13 03-13 268 - /Homewood 6.715 ALPONE ANlTW CQAfPANY 7820!1 GreatSW Pkwy. G --W Prairie, TX TWW TRUSPLUS 6.0 VER: T6.5.20 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. t 14-00 t 13-7-8 1 2 3 4 5 4.00 6X6 -4.0Oq OA -4 -0 Required bearing widths and bearing areas UPLIFTwhhen truss not supported in a hanger. Support C&C Wind Non -Wind 2 -44 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 62.00 ft, Bldg Width = 30.00 ft Mean roof height - 12.49 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 55 sqft BUTTE COUNTY UILDING DIVIS1®N APPROVED 11 tSHIP (8 2 ' 0-5-5 dIR�fOAr\ B1 B2 W:308 HUS26 t: R:12B6 W:308 U:-93 R:1160 1 U:-44 27-7-8 .0-4-8 6 7 8 9 STUB All connector plates are ALPINE Wave 20 unless preceded by for H' h Strength 20 ga. 'S' for Super Strength 18 ga. Plates are to be position Der Joint Detail Report. Circled ates and false frame plates are post n8 as shown above. Shin gable stud plates to evad overlap w structural plates. **WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS 1NCLUDlNG THE INSTALLERS. Trusses require extreme care In febntegng. handling. "ping. Installing and bracing. Refer to and tallow the West edition of BCSI (Building Component Satety information, by TPI and WTCA) for safety procilm prior to performing mese functions. Installers shag provide temporary bracing per WS1. Unless rroRd oth"Ise, top chord $hell have property attached structural sheat hang and bottom drord gag have a properly ettadred riod ceiling. Locations shown for permanent lateral restraint of Webs gag neve bmdN Installed per SCSI sections B3, 87 or 810, as applicable. Apply plates to each teas of buss and position asshown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building components Group Inc, shell not be responsible for any deviation from this drawing. any failure to build the buss In conformance with ANSHTPI 1, or far handling, stopping. installation & bracing of buses A seal on This drawing or coverpage listing tin/s drattrblg, Jnd/eates aeeeptance of profoaslatal �rglneafng raspwtafW!!ty 80i8fJr Ibr the design 8howrt Tile sarltalN!!ry and a� Of th/9 drswing !or any 8bt2ClI7rB l8 tll0 respO lty W tA0 Bat!lding Designer per ANSVTPi 1 Sect Formore information see this lob's general notes page and these web sites !No. V.T. T,gN�F,, C 72160 CIVIL �P 4/18/2 Cust: Sunny Dhami DIR: Drive K 0140615_L00007-]00001 W0: Drive M 0140615_1-000 Dsgnr: AW #LC - 40 TC Live 20.00 psf TC Snow(Pf) 0.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: CRC -2013 16 WT/PLY: LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 40 TC: Job Name: New Residence Truss ID: ASG Qty: 1 I BRG X -LOC REACT SIZE REQ'D 1 0-10-10 484 21.19" 1.$0" 2 2-10-10 47 3.SO" 1.50" 3 4- 0- o 259 3.50" 1.50" 4 5- 4- 0 173 3.50"1.50" TC Live 20.00 psf 5 6- 8- 0 198 3.50" 1.50" 6 8- 0- 0 204 3.50" 1.50" 7 9- 4- 0 212 3.50" 1.50" 8 10- 8- 0 222 3.SO" 1.50" 9 12- 0- 0 210 3.SO" 1.50" 10 13- 3- 0 223 3.50" 1.50" 11 14- 9- 0 223 3.50" 1.50" 12 16- 0- 0 210 3.50" 1.50" 13 17- 4- 0 222 3.50" 1.S0" 14 18- 8- 0 211 3.50" 1.50" 15 20- 0- 0 203 3.50" 1.50" 16 21- 4- 0 197 3.50" 1.50" 17 22- 8- 0 168 3.50" 1.50" 18 24- 0- 0 261 3.50" 1.50" 19 25- 1- 6 67 3.50" 1.50" 20 26-11- 2 271 16.69" 1.50" MAX DEFLECTION (span) : L/999 NEM 18-19 (LIVE) LC i L= 0.00" D= 0.00" T= -0.01" 3oint Locations ..a. 1 0- 0- 0 20 0- 0- 0 2 4- 0- 0 21 4- 0- 0 3 5- 4- 0 22 5- 4- 0 4 6- 8- 0 23 5 8- 0- 024 6- 8- 0 8- 0- 0 6 9- 4- 0 25 9- 4- 0 7 30- 8- 0 26 10- 8- 0 8 12- 0- 0 27 12- 0- 0 9 13- 3- 0 28 13- 3- 0 10 14- 0- 0 29 14- 9- 0 11 14- 9- 0 30 12 16- 0- 0 31 16- 0- 0 17- 4- 0 13 17- 4- 0 32 18- 8- 0 14 38- 8- 0 33 20- 0- 0 15 20- 0- 0 34 21- 4- 0 16 21- 4- 0 35 22- 8- 0 17 22- 8- 0 36 24- 0- 0 18 24- 0- 0 37 19 27- 7- 8 27- 7- 8 TC COAD.12UR. / Tus.outt.) CSI 1-2 -102.25 / 0.06 2-3 -1001.25 / 0.063-d -1021.25 / 0.03 4-5 -1031.25 / 1 1.60 0.03 5-6 -1041.25 / 9 1.60 0.03 6-7 -306 1.25 / 19 1.60 0.03 7-8 -108 1.25 / 33 .60 0.03 e-9 -1oa i.zs / 52 1.60 0.03 9-10 -106 1.2 / 50 1.60 0.04 10-11 -106 1.25 / so 1.60 0.04 31-12 -104 1.25 / 57 1.60 0.03 12-13 -108 1.2S / 43 1.60 0.03 13-14 -los 1.25 / 30 1.60 0.03 14-15 -104 1.25 / 17 1.60 0.03 15-16 -103 1.25)/ S 1.60 0.03 16-17 -101 1.25)/ 0.03 17-18 -101,1.25)/ 0.06 18-19 -100(l.25)/ 0.06 8C CW. (( ))/ TENS. (OUR. ) CSI 2022:21 -70 1.25) 0.03 22 0.01 23-24 % 0.03 24-25 / 0.01 25-26 / 0.01 27-28 % 0.011 29--29 30 % 0.01 30-31 / o.01 31-32 / 0.01 32-33 / 0.033 34 1 34:35 0 36-37 / 0.04 TC 2x4 DFL 81 & Btr. BC 2x4 DFL 91 & Btr. DG SLIDER Zx4 DFL S1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior supports) before erection. Building designer shall verify gable loads and eave loads, if applicable. [+] gable bracing required 0 42" intervals, I exposed to wind load applied to face. See ITWBCG's Cable Bracing Details. Not designed for attic storage unless noted otherwise. Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent 8CLL. Nark all interior bearing locations. Permanent bracing is required to prevent rotation/toppling. See SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LLMER VALUES. HORIZONTAL REACTIONS) : support 1 149 1b support 2 151 lb support 20 -140 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category C Bldg Length 62.00 ft, Bldg Width - 30.00 ft Mean roof height - 12.49 ft, mph 110 Occupancy CategoryII, Dead. Load = 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Coaponents and Cladding Tributary Area - 98 sgft 14.0-013-7-8 1 2 3 4 5 6 7 8 91011 12 13 14 15 16 17 18 19 4.00 1.5X3 1.5X3 4.0 0. 1.5X3 1.5X3 1.5X3 5X4 1'5X3 5X3 1.5X3 1'5X3 4 r 1.5X3 1.5X3 41 -13 1.5X3 - 5X3 1.5X3 5X3 3X8 8 S 0.3-13 1.5X3 1,5X3 5X6 5X3 1.5X3 1.5X3 2.5X4 2.5X4 1.5X3 1.5X3 5X3 1.5X3 1.5X3 1.5X3 1.5X 1. 3 1.5X3 1.5X3 1.5X3 UPLIFT REACTION(S) Support CAC Wind Non -Wind (CA) -40 1b 2 ^ 3 -9 lb safety Information. by TPI am WrC/)for safety Pfedtces prior to Ping these functions. installers std prvdae tempamy b,adry per SCSI. Unless 5 -7 lb noted clowlse, rap chord shall !revs Property atleared sbuebeal sheamYg and bottom chord shall have a Property attached rigid calling. Locattone shown TC Live 20.00 psf 7 -8 lb 8 -8 lb 9 -8 lb SO -8 lb 11 -8 lb 12 -8 lb 13 -8 lb 14 -8 lb 15 -7 lb 16 -7 lb 17 -6 lb 18 -10 lb 19 -5 lb 20 -10 lb Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" span opposite face. Top chord may be notched 1.S deep x 3.5 at 48" o/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. BUTTE C®UNW BUILDING DIVISION 5-11 APPIR®VLED SHIP _ 0-5-5 _ecGC4 27-7.8 . 0.4-8 r 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 STUB TYPICAL PLATE: 2X4 OVER SUPPORT AS SHOWN A8 connector plates are ALPINE Wave 20 ga., unless preceded by W for H'lgh Strength 20 ga. 'S' for Super Siren=,l8 ga. Plates are to be positioned per Joint Detail Repot. •Circled dates and false frame plates are positlorted as shown above. Shift gable stud plates to avoid overlap w structural plates. T.TgM YF� No. C 72160 CIVIL. SOF caul` 4/18/2016 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** Cust: Sunny Dhaml DIR: Dri ve_M (CA) FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. _0140615_L00007_100001 ^ req,ua extreme care In InNice". hwtft*. shgpbng, hrsiaw ng and bracing. Refer to end follow the latest edMm of SCSI (&Wng component WO: Drive -_M -_0140615_L000 safety Information. by TPI am WrC/)for safety Pfedtces prior to Ping these functions. installers std prvdae tempamy b,adry per SCSI. Unless DSgnr: AW #LC = 40 WT/PLY: 22 v VThemes ny noted clowlse, rap chord shall !revs Property atleared sbuebeal sheamYg and bottom chord shall have a Property attached rigid calling. Locattone shown TC Live 20.00 psf LiowDur L=1.25 P=1.25 ��^ n� AUR1[Jj�\\j,J' rallortn ntl lateral stand o webs have repdngtnsmueaperecs rise. B3.87 areto.eseppeeeWe. Agwyplelesmeea feceorwsseno poses,esarnwneDaemmaoma.lma0ete8sreport.arssssrromaomewse. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 Ape. a dMam of ITW BWkUng 0 mpo,erds Group lm., shell rte be mspondble foray dewat m tram ova drawing, my faWm m bulld tee masa N TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITIy COMPANY comotinenco wen ANSVrPI 1. W for handling, smppm9. Instdabon & Waatg of trusses Asemonehls~ng orcover page llslfngthis drawerf9lrtdlcatasacceptanceofPro fesslonal engirreedngfesponstGury BC Live 0.00 psf 1.00 / 1.00 / 1.00 2990 N. Great SIN Pkwy, Grand Prakf% TX 76050 so/myfartltadeafgnahown. TfwsuimNfitywWuasoftNadrewhVforanys&ucttaotsn,erespolawft iicang - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer per ANSYM 1 Sect TRUSPLUS 6.0 VER: T6.5.20 FWmoreInfomatinseetNs(ab'sgeneral notes pap and meseweb tltes ALPwer�.emmema.cseD TPI: n taIast� WroA: mrztarom Icc: - _ __ ___ Bld Code: CRC -2013 __ 9 DEFL RATIO: L/240 TC: L 24 Job Name: New Residence Truss ID: A6 Qty: 3 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 8624 3.50" 3.07" 2 27-10- 4 8624 3.50" 3.07" MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 1 L= -0.29" D- -0.63" T= -0.92" joint Locations oro. 1 0- 0- 0 8 0- 0- 0 2 5- 0- 0 9 5- 0- 0 3 10- o- 0 10 30- o- o 4 14- 0- D it 14- 0- 0 5 18- 0- o 12 18- 0- 0 6 23- 0- 0 13 23- 0- o 7 28- 0- 0 14 28- 0- 0 TC COMP. (Dl6t. / TENS.WR, CSI 1-2 -22403(1.25 / 931.60 0.99 2-3 -18027 1.25 / 931.60 0.75 3-4 -13785 1.2s / 1091.60 0.18 4-5 -13785 1.25 / 1091.60 0.18 5-6 -18027 1.25 / 931.60 0.75 6-7 -22403 3.2 / 9311.60 0.99 SC COMP. DUR.)/ TENS. DUR. CSI 8-9 -46 1.603/ 21251 1.25 0.78 9-30 -49 1,60 / 21067 1.25 0.71 10-11 -15 1.60 / 16606 1.25 0.52 11-12 -15 1.60 / 16608 1.25 0.52 12-13 -49 1.60)/ 21067 1.25 0.71 13-14 -46 1.60 / 21252 1.25 0.78 WB COMP.(OUR.)/ TENS. DUR. CSI 2-9 / 24281.25 0.33 2-10 -4261(1.25)/ 721.60 0.33 3-10 / 40741.25 0.55 3-11 -4654 (1.25 / 451.60 0.35 4-11 -10(1.60 / 83701.25 0.35 5-11 -465501.25 / 451.60 0.35 5-12 / 40741.25 0.55 6-12 -4262(3.25)/ 721.60 0.33 6-13 / 242811.25 0.33 TC 2x4 DFL #1 & Btr. BC 2x6 OFL SS WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 11-4 Kcr (creep factor) = 2.00 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Permanent bracing is reeqqied to eSeto Se rotation/ SCSI and ANSI/TP PLATING BASED ON GREEN LUMBER VALUES. 3 -PLY! Nail w/10d COMM, stag?ered(per NDS) In- TC- 5 BC- 2 WEBS- 2 ° PER FOOT!°• Nail in layers or from each face. Cluster screws, if shown, are 4.S" long. Not designed for attic storage unless noted otherwise. 3-PLYS REQUIRED L 2 0313 B1 W:308 R:8624 U:-224 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. + + + + + + + t + + + + + + + + r + + t + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads shall be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributed syffm. in the chords, within 12" of hanger flange. IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 10d - 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (") = Special Connection Req. (by others) NAIL pattern shown is based on: 10d BOX - 0.128" dia. x 3.0" long nail 14-0-0 n 14-0-0 r 1 2 3 4 5 6 7 4.00 6X8 -4.0 4X8 4X8 IUAIU UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -224 lb 2 -224 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length - 62.00 ft, Bldg Width - 30.00 ft Mean roof height - 12.49 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 411 sgft ----LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 28- 0- 0 0.59 BC Vert 548.00 0- 0- 0 548.00 28- 0- 0 0.46 4X8 4X8 t 28-0-0 r 8 9 10 11 12 13 14 TYPICAL PLATE: 4X8 All connector plates are ALPINE Wave 20 ga., unless preceded by,H' for H' h Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be posifloned per Joint Detail Report. Circled premtes and false frame plates are positioned as shown above. Shin gable stud plates to avoid overlap with structural plates. BUTTE C® VId7 ®@d UILDING DI 4, _13APPROV ED SHIP _ �o�Essl 0.3-13 �_G1iT. TAA7_ 4c: W: tNo. �p�+308 R:8624 U:-22472160 ii- �OF CAI„1Fd� 4/18/2016 268 - Homewood TruS **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** oust: sunny Dnam, DIR: Drive_M 0140615_L00007_J00001 CC41 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ^ require e* me care In fabricating, handling, shipping, InsaOtrhg and bradng. Refer to and follow the latest edif on of BCSI (Building Component WO: Dri ve_M_0140615_L000 #LC 40 WT/PLY: 193 safety lmamhatidn. by TPI and Wrbl) for safety precdces prlor m perfomlrg Nese functions. Imsteeos9re6pMlidetempm"bmdngpa BCSL unless Dsgnr: AW = v VTrusses yy noted otherwise' top chord shall have properly a°ached sm'ct rd sheathing and bottom chord shall have a properly atmdrea rola calling. Locations shown TC Live Ve 20.00 psf Li V eDU r L=1.2 5 P-1.25 I�1�\\\vl! �� r� n r� s 83. BT or 6 to, as epp®caDle. Apply plates ro each ince of truss erhd en t lateral above and of webs shag have b port. mess n pc other otherwise. m as atmwrr ebwe end on the ./oral oateus repot. unless norma otherwise. TC Snow P 0.00 psf < P SnowDu r L=1.15 P=1.15 11 llLrl�-'' apaha, a division of IrW Building Components Croup Inc. shall not berespa sible for any deviation from Nis drawing, any fe8ure to braid the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN 11W COMPANY conformance ami ANSUTPI 1, or for handling, sapping, Ingellaaol & bradng of busses A seal on ors dtrawing or cover page 11MIng this drawfng, Indicates acceptance of proressfortal engineering responslblfffy BC Live 0.00 psf 1.15 / 1.10 / 1.10 2M N.GmtSWPkwy.G-ofPrairie, TX75050 soletyhxfhede319nshow7L The sultablittly and use of this drewingi for any structuria is &to responsiblIfty of the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer per ANSYMI t Sec.2 TRUSPLUS 6.0 VER: T6.5.20 FamaeInformationseethisjob'sgeneralnotespageandthesewebsites Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L 24 ALPME: ww%aldnwnv = TPI: _ ' WTCA: ' ICC: 9 Job Name: New Residence Truss ID: AG Qty: 2 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(5) : 1 0-10-10 473 21.19" 1.50" 8C 2x4 DFL 41 & Btr. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 2-10-10 49 3.SO"1.50" DG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerp value of the 1 -38 lb 3 4- 0- 0 258 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -1 lb 4 5- 4- 0 171 3.50" 1.50" Kcr (creep factor) = 2.00 625 for all bearings. - 3 -8 lb 5 6- 8- 0 198 3.50" 1.50" IRC/IBC truss plate values are based on Refer to joint QC Detail Sheets for 4 -5 lb 6 8- 0- 0 204 3.50 1.50" testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -6 lb 7 9- 4- 0 212 3.50" 1.50" and ANSI/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 6 -6 lb 8 SO- 8- 0 222 3.50" 1.50" 9 12- 0- 0 208 3.50" 1.50" Install interior support(s) before erection. Clark all interior bearing locations. 7 -7 lb Building designer shall verify gable loads Permanent bracing is required to B -7 lb 10 13- 3- 0 233 3.50" 1.50' 11 14- 9- 0 233 3.50" 1.50" and eave loads, if applicable. prevent rotation/toppling. See 9 -6 lb lb 12 16- 0- 0 208 3.50" 1.50" fit] gable bracing required 0 42" intervals, SCSI and ANSI/TPI 1. ii to load to face. PLATING BASED ON GREEN LUNGER VALUES. 10 -7 11 -7 lb 13 17- 4- 0 222 3.50" 1.50" exposed wind applied Cable Bracing Details. HORIZONTAL REACTION(S) 12 -6 lb 14 18- 8- 0 212 3.50" 1.50" Sea ITWBCG's lb 15 20- 0- 0 204 3.50" 1.50" Not designed for attic storage unless support 1 151 lb 13 -7 16 21- 4- 0 198 3.50" 1.50" noted otherwise. support 2 140 lb support 19 -140 lb 14 -7 lb 15 -6 lb 17 22- 8- 0 171 3.50" 1.50" 18 24- 0- 258 3.50" 1.50" support 20 -151 lb 16 -6 lb 19 25- 1- 6 49 3.50" 1.50" 6 This truss is designed using the 17 -5 lb 20 27- 1- 6 473 21,19" 1.50" ASCE7-10 Wind Specification IB -8 lb MAX DEFLECTION (span) : Bldg Enclosed - Yes, 19 -1 lb L/999 MEM 1-2 (LIVE) LC I Truss Location - Not End Zone 20 -38 lb L= 0.00" D- 0.00" T= 0.00" Exp Category - C Truss designed to support 1-6-0 top chord outlookers �1 e.. Saint Locations .0: Bldg Length - 62.00 ft, Bldg Width - 30.00 ft Mean too height = ft, mph = 110 f and cladding load not to exceed 10 one face, 0- 0- 0 20 a- 0- o 2 a- 0- 0 21 a- o- o Occupancy Category II, Dead Load = 13.2 psf I, De cPSFhord and 24" spanosite face. To chord ma be notched PP P Y 1.5 deep 3.5' 48" o/c top edge. DO NOT 3 s- 4- 0 22 s- 4- 0 4 6- 8- 0 23 6- 8- o Designed as Main Wind Force ResistingSystem Low-rise Cladding .opposite x at along OVER CUT No knots or other lumber defects allowed 5 8- 0- 0 24 e- o- o - and Components and Tributary Area = 99 sqft within 12" of notches. DO not notch in overhang Or 6 9- 4- 0 25 9- 4- 0 7 l0- 8- 0 26 10- a- o heel panel. 8 12- 0- 0 27 12- a- 0 9 13- 3- 0 28 13- 3- 0 10 14- 0- 0 29 14- 9- 0 11 14- 9- 0 30 I6- 0- 0 12 16- 0- 0 31 17- 4- 0 13 17- 4- 0 32 1s- 8- 0 14-0 0 14-0-0 14 18- 8- 0 33 20- 0- 0 15 20- o- 0 34 21- 4- 0 I i 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 16 21- a- 0 35 z2- 8- o 17 Z2- 8- 0 36 24- 0- 0 18 24- o- a 37 28- o- 0 19 28- 0- 0 -� 4.00 1.5X3 0 BUTTE UKP CRITICAL IGNITER FORD=S: 1 rJ 1 5X3 TC 0014P. DUR. / TENS. (WR.) CSI 1-2 -79 1.2s / 1(1.60) 0.06 2-3 1.zs / 0.06 1.5X3 1.5X3 5X4 BUILDING DIVISION -71 3-4 -78 1.zs / 0.03 T 1.5X3 1.5X3 4 -79 1.25 / 0.03 5-6 -81 1.25 / 1.60 0.03 1.5X3 5X3 1.5X3 6a -8z 1.zs / 11 1.60 0.03 I 1.5X3 5X3 1.5X3 APPROVED 4 7-8 -84 1.25 / 24 1.60 0.03 s-9 eo 1.zs / 3e 1.60 0.o4 4 1.5X31 -2-415X3 1.60 0.04 11 9-10 -84 1.25 / 33 10- 1 -84 1.25 / 33 1.60 0.04 173 1,cJ)C3 SHIP 11-12 -80 1.25 / 38 1.60 0.04 3X8 B 12-13 -84 1.25 / 24 1.60 0.03 13-14 -82 1.25 / 11 1.60 0.03 = _ 14-1s -81 1.25 / 1 1.60 0.03 15-16 -79 1.25 / 0.03 16-17 1.25 / 0.03 0-3-13 03-13 1.5X3 -78 17-18 -77 1.25 / 0.06 18-19 -79 1.25 / 1(1.60) 0.06 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 2.5X4 1.5X3 1.5)(3 1.5X3 1.5)(3 1.5X3 1.5X3 5X6 1.5X3 1.5X3 1.5X3 �U"T. TiQN tic caP.(WR.)/ TENS.(WR 3 913 1.5X321 5� J 20-21 -68 1.60)/ 140C1.zs 0.03 1 22 23-24 0.0 224 M 6-27 % 0.0 1 28-0 0 I No. C 72160 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 27-28 / 0.01 28-29/ 0.029-3c1 30-31 0.03t * 1V 31-32 % 0.01 33-34 i °o:oi 34 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT CIVIL -a�P -35-360. 36-37 % 0.03 All ger by �p �ptt, ger Super aPlattes Zned Strenconngth 18 ga es aretobe �o per Joint Detail�ReapdorL Circled pTatea and take frame ptates poositioned 4/18/2016 are as shown above. Shift gable stud plates to:e d overlap with s ructural plates. 268 - Homewood Tru s '"'''WARNING/'"'' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Sunny Dhami (CAj� 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS iNCLUDING THE INSTALLERS. DIR: Dri ve M 0140615_LD0007_100001 ^ regWre etmeme care in fabrIce dng, harding, shippbg. Installing and bracing. Refer to and fallow the latest edition of BCS/ (Building Component WO: Dri ve_M_0140615_L000 Set"lntorrnatlon, by TPI and WTCA) for safety practices prior to performing mese functions. InsteaSind ers provide temporary bracing par BCSL Unless Dsgnr: AW #LC = 40 WT/PLY: 2314 V VTrusses rM noted! e0npwlse, top dlord shall have property attadmd structural sheathbg and twttan dmrd stroll have a property attached rigid calling. LoeaBans ane" TC Live 20.00 psf Li veDu r L=1.25 P=1.25 for permanent lateral restraint ofwebs aril have bracing installed par SCSI sections 83. B7 or BIO, as applicable. Apply plates to each race of mss and �n n� post6a,asshown above and onthe .wmtDecensreport. unless noted oherwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 = t I i i_ i Agin, a division of ITW Building Compments Orwp Inc-, shall no be responsible for any devIallon from tins drawing, any fallure to build the truss 9l TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN /iTN ANY conformance wmi ANSVTPI 1. a for handling, shppbg. Instalation & brecbg of busses. BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Grmf SWPkwy. Grand➢rekie, TX 75OW A said on this drewing or coverpage listing this drawing, lndleates acceptmnee or protbsalonal englneedng respons/blllty solely for the design shown. The su/tabillryand use orth/a drawing nor any structure is the responslb#ity o7 the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 DealgnerperANS67P11 Sect TRUSPLUS 6.0 VER: T6.5.20 Formoreinlormetlonaeethlslobsgla al notes page and them web sties ALPINE: www.abineltw.Wm: TPI: www_loinst.om: WTCA: vnt9jAdddll5IrVA : ICC: w va-k iateAM Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/244 Job Name: New Residence Truss ID: V1 Qty: 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 5-12 171 3.50" 1.50" BC 2x4 DFL STANDARD Fabrication Tolerance = 20.0% Support C&C Wind Non-Wind 2 3- 6- 4 171 3.S0" 1.50" Kcr (creep factor) - 2.00 Bearings designed for an Fc Perp value of the 1 -51 lb lb MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC 59 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or Cq factors and Rotational Tolerances. 625 for all bearings. 2 -51 This truss is designed using the _ L= 0.00" D= 0.00" T= -0.01" Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification m joint locations - �o- PLATING BASED ON GREEN LUMBER VALUES. testing and approval as required by IBC 1703 Bldg Enclosed = Yes, 1 0- 0 4 0- 0- 0 2 2- 0- 0 5 4- o- o Not designed for attic storage unless and ANSI/TPI and are reported in ESR-1118. Truss Location - Not End Zone Exp Category = C 3 4- 0- o noted otherwise. See DWG VAL160101014 for valley details. Bldg length 62.00 ft, Bldg Width 30.00 ft CRITICAL 1@18ER FORCES: rc c:194 1.2. / 1Ews. (ouR. w 1-2 61(1.603 0.06 Mean roof height = 10.35 ft, h 110 9 mP Occupancy Category II, Dead Load 13.2 psf -194(1.253/ 2-3 -194(1.25)/ 61(1.60) 0.06 Designed as Main Wind Force Resisting System BC caro.(a0t.)/ TENS.(DUR.) CS1 - Low-rise and Components and Cladding Tributary Area 8 sgft 4-5 -44(1.60)/ 195(1.25) 0.14 Heel a CSI Left 0.25 Right 0.25 I 2-" 1 2-0-0 I 1 2 3 4.00 -4'0 BUTTE COUN IT 25X4 KI BUILDING DIVIS10,14 3X6 3X6 O SHIP 0-041 0,4,0 0.4.-0V. 0.041 ESS/ T. 1 B1 B2 1 _4-0-0 W:308 4 5 W:308 No. C 72160 R:171 R:171 U:-01 LIAI Cjvl%- �P OF �f�� Ali connector plates are ALPINE Wave 20 ga, unless precedLd ty °H' for H' h SUerKRh ZO ga. 'S' for Super Strength 78 Plates are to be Joint Detail Report Circled Les and false frame plates ga. positioned per are positioned as shown above. Shit gable stud plates to avoid overlap structural pates. 4118190465 268 - Homewood T 5 't" **WARN/NG1 READ AND FOLLOW ALL NOTES ON 77i1S DRAWING/ Cust: Sunny Dhami � � 'IMPORTANT'FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive140615_L00007_)00001 o. hasupping, ping, matsmng and bredre. Refer to and (moor me laces emuo„ of SCSI (su6ang component Trusses remora mneme canon mt�eng 1(D : D ri veJl-M_01L0140615_L00Trusses #LC 59 WT/PLY: 13 Safety Won. atm. byTPI mMWTCA) for safety pradkesprior toperfor"these Nndlea Installers shall proMstemporary bradngper BCS1. UNess Dsgnr: AW = nbtad otherwise. top chord shatI have property attached sbuehaet Mouthing and bottom Chad shelf have a property attxhed dgid calling. Locations shown TC Live( 20.00 psf LiveDur L=1.25 P=1.25 r«pionasolnaboveemlorrWebs jetit Wsmpdnglnless owotherwiseuaueB.eTarato.ecepgxaob.Appyamesmeamtacemin�me posnanasswwnebdeendanthe .IamoemnsrepoLmhlessnoteaommwlse. TC Snout Pf 0.00 psf ) SnoWDur L=1.15 P=1.15 Alpine, adIvislm of ITW&AWing components Group Inc.. shag not be responsible foray deviation from this mewing, mry fatrae to build the buss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN rrW COMPANY cmdorma a with ANSUTPI 1. or for handing, athlpph . Installation & bracing of asses. A seat on this drawing or cover~ liathrg this dYawNrg indicates acceptance of professional vrglneering responaWfrty BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Groat SWPkwy. Grand Pmfrfq TX ISM sWelyfbr Medesignshowm The suitalbnrtyand use ofMis drawing forany siruc ure b the reaponafeultyofthe Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer perANSYM I Sec.2 TRl15PLU5 6.0 VER: T6.5.20 Porro«elmomreuanseedusjob's Weralnotes page and these wmstes BldgCode: CRC-2013 DEFL RATIO: L/240 TC: L/2 ALPINE; TPI: V"A •ICC Job Name: New Residence Truss ID: V2 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 5-12 337 3.50" 1.50" 2 7- 6- 4 337 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEN 2-3 (LIVE) LC 59 L- -0.02" D- -0.03" T- -0.05" .-. Joint Locations od 1 0- 02 04 0- 0- 0 2 4- 0- 0 5 4- 0- o 3 8- 0- 0 6 8- 0- 0 CRITICAL PO4BBU FORCES: (( )) 2:3 COMP T'12S&12D 1.6D) 0.291 1-2 593((1.25))/ 120 1.60)) 0.29 6B5 C�P0 DUR60)/ �Sd9 IMM OCA47 5-6 -80(((1.60DUR.))))/ 549(((1.25)) 0.47 2�5 0 1.60)/ TENS. CS 0.06 Reel B CSI Left 0.50 Right 0.49 T r TC 2x4 DFL STANDARD BC 2x4 DFL STANDARD WEB 2x4 DFL STANDARD Kcr (creep factor) = 2.00 Refer to 3oint QC Detail Sheets for CQ factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. 0 - Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. See DWG VAL160101014 for valley details. L _ 4.0-0 4-0-0 I - 1 - 2 3 � _ 4 6X6 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -73 lb This2truss is7designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category ='C Bldg Length = 62.00 ft, Bldg Width - 30.00 ft Mean roof height - 10.69 ft, mph = 110 Occupancy Cateeggory II, Dead Load 13.2 psf Designed as Nain .nd Force Resisting System - Low-rise and Components and Cladding Tributary Area - 16 sqft B1 B2 W.308 W:308 R:337 R:337 f .3 8-0-0 U 73� 4 5 6 All connector plates are ALPINE Wave 20 a., unless preceded by °H° for High St�er�p8i 20 ga. 'S' for Sher Sbength.l8 ga. PWtes are to be positioned per Joint Detail ReporE Circled plates andfalse frarre p o' are positioned as shown above. Shift gale stud plates to avoid ovedap with structural plates. BUTTE COUNTY TUluiLDi� DIVISIONHAP P R �7 E 1 s No. C 72160 � CI�/11.,,��P '9�r "CA1�F%/ 268 -Homewood Truss **WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Sunny Dhami (CA) **IMPORTANT** FURNISH TNS DRAMNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_M_014o615_L00007_J00001 ^ require extreme care M fabncasng, handling, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Campment Installers temporary bracing SCSI. Unless W0: Dri ve.Jd_0140615_L000 Osgnr: AW #LC = 59 WT/PLY: 2 94 VTrusses Tu r� n Safety Information, try TPI and WMA) for so" practices prior to performing ming thefunctions. shag proWe per noted otherwise. cap mord shag have property attached structural sheathing and bonen Mord shell home a property attached ngid calling. Locations shown restraint of webs snarl hale bracing Installed per 83. B7 ar 810, as applicable. Apply plates to each lope of truss and for permanent lateralwn TC Live 20.00 psf Li r L=1.2 5 P=1.2 5 �u�\\ ALPO eb thenise.sections postnm es Mown move arca m ore .Talar Detana report. unless noted otherwise. TC Snow Pf 0.00 psf C , SnowDu r L=1.1 S P=1.15 ow J� Alpine, a dmSfon of nW Building Componarn5 Croup Inc., shall not be responsible for erry deviation Iran tde drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fIW COMPANY conformance with ANSIRPI 1, or for handing, shipping, Instega9on d bracing of trusses. A seal on bYs drawing or cover page I/stlng Ws draw/M indicates acceptance of professional engineering rasponsiblllty BC Live 0.00 psf 1.15 / 1.10 / 1.10 fiat N. Great SIN Pkwy. Grand Preirfe, TX 76050 solely for fire design shown. The suitability and use ofMis drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 DesignerperANSMI1 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For more Information sea iMs job's general nates page and these web sites: ALPINE:wwWefelnBit, -0TPI: W rmfnchme'WTCA: nduit4miCC:XNOticca18RA Bldg Code: CRC -2013 DEFL RATIO: L/240 TC L/24 Job Name: New Residence Truss ID: V3 Qty: 1 BRG X -LDC REACT SIZE REQ'D TC 2x4 DFL S1 & 8tr. Designed per ANSI/TPI 1-2007 UPLIFT REACTIONS) : 1 0- 5-12 205 3.50" 1.50" BC 2x4 DFL 81 & Btr. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 6- 0- 0 651 3.S0" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an Fc Perpp value of the 1 -38 lb 3 11- 6- 4 20S 3.S0" 1.50" Kcr (creep factor) - 2.00 lesser of the truss chord lum er value or 2 -56 lb MAX DEFLECTION (span) : Refer to Joint QC Detail Sheets for 625 for all bearings. 3 -38 lb L/999 MEN 1-2 (LIVE) LC 61 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on This truss is designed using the L= -0.04" D- -0.06" T= -0.10" Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 ASCE7-10 Wind Specification - loint Locations, ..e. Mark all interior bearing locations. and ANSI/TPI and are reported in ESR -1118. Bldg Enclosed = Yes, i o- 0-0 4 0- o- 0 PLATING BASED ON GREEN LUMBER VALUES. Install interior support(s) before erection. Truss Location = Not End Zone 2 6- o- 0 5 6- o- 0 1 12- o- 0 6 lz- o- o Not desi ned for attic storage unless g See DWG VAL160101014 for valley details. Exp Category = C CfttRCAL ►OBER FORCE-: noted otherwise. Bldg Length 62.00 ft, Bldg Width = 30.00 ft ft, TC COMP.(ouR.)/ TEi+s.(ala, aI 1-2 218-(1.25) 0.22 >f Mean roof height - 11.02 mph 110 Occupancy Category II, Dead Load = 13.2 psf _19(1.603/ 2-3 19(1.60 / 218 1.25) 0.22 All connector plates are ALPINE Wave 20 ga., unless pre cededdobrfy'H' for Hpiglah SUenndpth 20 .,'S'for Super Designed as Main Wind Force Resisting System SC CC14P. Dort. / '46s (ouR.) " false stud plates to lavoid ovenapewi sWctural plates. ame ��S eRepositlo ed as shown above. . Plates are to be Shit gablsitionedper 4118/2016 - Low-rise and Components and Cladding 4-5 40(1.ti0) 0.21 Cust: Sunny Dhami Tributary Area - 24 sqft _155(1.253/ 5-6 155((1.25)))/ 40 1.60 0.21 DIR: Drive_M_0140615_L00007_100001 C-463(1�. "at ' 7a 2k5 X 6 60) 0.06 TC Live 20.00 psf Li r L-1.25 P=1.25 Heel BCSI D �� ^ n ILIA\\J' Left 0.10 r« pmmerwh Tergal res,an t n cams shah heVa breomg Installed n per SCSI lemons ea. BT or B+D, as eppl Debts. Apply plates ro eam raoa or was aha postfonassnownmovaendonme.rorntoermisrepon.unlessrroteaomerwlse. TC 5now(Pf) 0.00 psf Right 0.10 I 6- 0 1 _ 6.0-0 I 1 - 2 - 3 4.00 -_4 i5q BUTTEp� COUNTY p�� BUILDII IG DIVISIOI I 6X6 11PPRO ED 2 2 3X6 3X6 SHIP 0-0-8 0-4-0 6 0 D �tC�S.S/OAi 0-0-8 T. TigN g�, 0-" 8-1 B2 B3 J W:308 W:308 W:308 �m R:2D5 13:651 R:2D5 U: 38 12-0-0 U:-56 U:38 I No. C 72160 4 5 6 >f ClvI%- �P OF C.Af 1F All connector plates are ALPINE Wave 20 ga., unless pre cededdobrfy'H' for Hpiglah SUenndpth 20 .,'S'for Super false stud plates to lavoid ovenapewi sWctural plates. ame ��S eRepositlo ed as shown above. . Plates are to be Shit gablsitionedper 4118/2016 268 - Homewood Truss **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: Sunny Dhami (CA) **IMPORTANT** FURNISHTHis DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive_M_0140615_L00007_100001 falmics , handWg, stdppmg. Installing and brad% Refer to and follow dte latest eOidm on SCSI (Building component Trusses require etmeme care m g InslaOereshellprovidetemporarybredngperBCSI. Unless WO ; 0 ri veJ+l 0140615_L00Trusses Dsgnr: AW #LC = 73 WT/PLY: 4 7a Safeylnformall by TPI and WTCA) for salarypractices prior toperforming these funmons. noted mrerwlse, to Nord shall have DreDad1' attached structural sheathing sten DoOom chord shaft neve a property eLadreO OgtO cedtrtg. Locations drown TC Live 20.00 psf Li r L-1.25 P=1.25 D �� ^ n ILIA\\J' r« pmmerwh Tergal res,an t n cams shah heVa breomg Installed n per SCSI lemons ea. BT or B+D, as eppl Debts. Apply plates ro eam raoa or was aha postfonassnownmovaendonme.rorntoermisrepon.unlessrroteaomerwlse. TC 5now(Pf) 0.00 psf owDu 5nolvDur L=1.15 P=1.15 Alpha, a dhtston of ITV✓ Bull" ng Camponems Group Inc., steel trot be responsible for any deviation from this drewmg, any reaure to bwa the truss m TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY cerdamranw Wth ANSVTPI i, a fa hwW", dopbg. Insmgffifort & bmdng cf cases A owl on this drawing or cover page 4stlng this drawing, indicates acceptance o/ professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2870 N. Groat SW Pkwy. Grand Prdbfe, TX 76060 solely ror the desHm shown, The suusb/nry and use of this drawing for any structure Is Me responstwilly ofthe building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSUTPI T Sect TRUSPLUS 6.0 VER: T6.5.20 Fa mare Information see gee job's general notes page and these cam tutee: ALPINE:wwwavinelrwran TPI: wrrn: Icc: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: New Residence Truss ID: V4 Qty: 1 I BRG X -LOC REACT SIZE REQ'D 1 0- 5-12 186 3.50" 1.50" 2 6- 0- 0 484 3. So" 1.50" 3 8- 0- 0 43 3.50" 1.50" 4 10- 0- 0 484 3.50" 1.50" 5 15- 6- 4 186 3.50" 1. s0" MAX DEFLECTION. (span) : L/999 MEM 4-5 (LIVE) LC 1 L- -0.03" D- -0.06" T- -0.08" =. lain mm Lotis ®" 1 0- 0- 0 6 0- 0- 0 2 6- 0- 0 7 6- 0- 0 3 a- 0- 0 a 8- 0- 0 4 10- 0- 0 9 lo- 0- 0 s 16- 0-o 10 16- 0- 0 CRITICAL M318ER FORCES: TC COMP. (DIA. / TENS. ((WR. c5I 1-2 -21(1.60)/ 216(1.25 0.25 2-3 / 153 1.25 0.23 3-4 / IS3 1.25 0.23 4-5 -21(1.60)/ 216 1.25 0.25 ac CONP.(Dlgl. / TENS.rt_ R. CSI 6-7 -148(1.25 / 367-8 -148((1.28-9 -148 1.25 / 3660 0.11 9-30-148(1.25 / 3660)) 0.15 2Y7 -335 % n(O1u.60) 0.00 3-879 1.25 / 0.01 4-9 -335(1.25 / 77(1.60) 0.04 Heel B CSI Left 0.09 Right 0.09 TC 2x4 DFL 81 & Stir BC 2x4 DFL #1 & Str. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior support(s) before erection. + + + + + + + + 4 4 + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES See DWG VAL160101014 for valley details. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -32 lb 2 -43 lb 4 -13 lb -43 lb 5 -32 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category - C Bldg Length - 62.00 ft, Bldg Width 30.00 ft Mean roof height - 11.35 ft, mph = 110 Occupancy CateggoryIl, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 32 sqft 1 8-0-0 1 843-0 1 r 1 2 3 4 5 4.00 BUTTE COUNTY 6X6 BUILDING DIVISION 1.5X3 1.5X3 APPROVED 2 2 3X8 3X6 SHIP Li O d 0 B1 4 8 0414 B4 B5 %4� ��T Tfw W:308 W:308 W:308 W:308 W:3081 R:186 R:484 R:43 R:484 R:186 J U:-32 U:-43 U:43 U:-43 U:-02 ni m 1 6 7 16 80 9 10 1 No. C 72160 OVER 5 SUPPORTS All connector plates are ALPINE Wave 20 gper unless Reporby 'W for Ht rt Circled Tates�arid h 20 lse pa.. pllatesuper Strerlgth,l8 ga. Plates are to e. positioned ft gad po p fa a2 pOsihoned as shown above. Shift gable stud plates W avow ovenap with structural plates. Ar CIVIL- CP f CALIF 118/2016 268 - Homewood Truss **WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Sunny Dham1 (C4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS NVCLUDNVG THE INSTALLERS. DIR: Trusses require on.. rare In fabricating, harMlhg. snipping, h4el&g eM brring. Refer to end fallow the latest edition of BCSI (Building Component rive L01406615_L00007_]00001 W0: D ri veJ�L0140615_L000 #LC 50 b(r/PLY: 6 satety into sion. by TpimM wTcA)for safety practices prior to performing these nmCdons bidders shag PwAde temporary bradng per SCSI. cites Dsgnr: AW = TC Live 20.00 sf p LiveDur L=1.25 P=1.25 TM noted o1nmwt5e'top dreirdshaillimproPerly ed�bam�"and b�chord ��e8P0� r�`� n �� r� rt f� p tar permenenl nab we end of webs int hale bredng niers➢ n per BCSI seams 83.87 or 810, as appdaadle. Apply each race of truss and posidmasshowradwemamme.ldm0etedsraportamesaraxdothdwlse. TC SnOW(Pf) 0.00 psf SnoWDur L=1.15 P=1.15 Iltll� I)Lllt�\\VVI ItIILri=1� Alpha. a division of ITw Building Components croup ft.,"not be responsible for any dedaea' ham tis dmIng, erty falluro to build the Cuss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN nwCOAPANY amfamanw with ANSUTPI i. ortw hwding, nitpp4hg, ehswaum 8 brmdr g ortrusses A seal an Mis drawing a cower page Rstlng MIs drewtrtg; bnilaates acceptance Oprofesslonal englneedng responsibilitytY BC Live 0.00 psf 1.15 / 1.10 / 1.10 n"M.GmtSWPN.caaadPrdd%TX?50W wy saelyforthe design shown"m sulitaKifty and use of dds drawing for any structure Is the responsW1hy of&o Bundbw DealgnerperANSY71011 See.2 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.20 ablonseedhis)°"sgeneralrote,paand'hesewa°`des For more hdorm pe ALPINE: TPI: wTCA: ICC: Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: New Residence Truss ID: V5 Qty: 1 I BRG X -LOC REACT SIZE REQ'D 1 0- 5-12 201 3.50" 1.50" 2 6- 0- 0 491 3.50" 1.50" 3 10- 0- 0 298 3.50" 1.50" 4 14- 0- 0 491 3.50" 1.50" 5 19- 6- 4 201 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEN 1-2 (LIVE) LC 1 L- -0.03" D= -0.05" T= -0.08" m. )mint Locations- 1 0- 0- 0 6 0- 0- 0 2 6- 0- 0 7 6- 0- 0 3 t0- 0- 0 8 10- 0- 0 4 14- 0- 0 9 14- 0- 0 5 20- 0- 0 10 20- 0- 0 CRITICAL 1618ER FORCES: TC CWP. DUR.)/ TENS.(((OUR. CSI 1-2 -22(1.603/ 164(1.25 0.26 2-3 -3(1.25 / 134(551.25 0.25 3-4 / 134 1.25 0.25 4-5 -22(1.60)/ 164 1.25 0.26 SC CWP. DUR. / TENS.(OUR.) CSI 6-7 -98(1.25)/ 37(1.60) 0.15 7-8 98(((3.253)/ 37(((1.603) 0.12 8-9 98 1.2S / 37 1.60 0.12 9-10 98 1.25 / 37 1.60 0.15 IB CWP.(DUR.)/ TENS.(WR. CSI 2-7 _36101.25)/ 74(1.60 0.04 3-8 274((1.253/ 24((1.60 0.05 4-9 -361 1.25 / 74 1.60 0.04 Neel 8 CSI Left 0.09 Right 0.09 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to 3oint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior support(s) before erection. + + + + t + + + + + + r + ♦ + + t + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES ♦ + + + + a + + + + t + + + + + + + + + + + See DWG VAL160101014 for valley details. t 10-0-0 I 10-0-0 I 1 2 3 4 5 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -32 lb -32 lb 4 -32 lb 5 -32 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category - C Bldg Length = 62.00 ft, Bldg Width 30.00 ft Mean roof height - 11.69 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 40 soft 4.00 BUTTE E COUN 1 1 6X6 BUILDING DIVISION T 1.5X3 1.5X3 I A P T R ®V E D T 3X6 SHIP _ 0 U3X8 e M M M�o -sS1t D 0$ q�7. TigN �cI " I �a 44 B1 62 83 Et4 Et5 0-4-o s -o -o 10-0-0 1a -o -o 0-4-0 - W:308 w:3o8 w:308 w:308 w:308 y R:201 R:491 R:298 R:491 R:201 rm U:-32 U:-32 U: U:-32 U:-32 t 20 0 o I No. C 72160 6 7 8 9 10 �q C/V1%_ OVER 5 SUPPORTS OF Cq�FO¢ U g by St �t pa positioned per Joint De ail Report. wcirclle prates and false Bper S nngth eon Plates a�lbe Wave arreplatesu 4/18/2016 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING►** READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: Sunny Dhami **IMPORTANT** FURNISH THiS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive -M-0140615_1-00007_300001 Trusses require extreme care in febdcating, trending, Dapping, instating end bracing. Refer to and room« the retest edition of acs/ (ewlarg Component bracing W0: Dri ve_M_0140615_L000 Dsgn r: AW #LC = 50 WT/PLY : 824. im ^ r� n smay Informadm, by TPI and wrcA) for safety practices vino to performing mse Mecilons tnsta8ers snap provide temporary per SCSI. unless noted otherwise, top chord sheil have property attached seuMtel sheathing and bottom Chord shell have a properly abetlred rigid cel". Locations shown for mrem imam rested webs Shea nave bracing nlemred per sections lam. 87 or eto, as applicable. Apply places m each race of Doss and TC Live 20.00 psf L i r L=1.25 P=1.25 � �u�\\�J� �� n other asShown above and onme.Imrdoeteesreport umessnoted otronvise. TC Snout Pf 0.00 psf < > owDu SnowDur L=1.15 P=1.15 !j/-� Alpine, a division of IrN Building components Group mc.. Shea not be responsible for any deviation from this drawing, any future to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN /7YV t?DMPANy C01"omhance with ANSUTPI 1, or for handling. shipping. installation & bracing or mosses. A seal on this drawing or cover page Sating this drawing, Indicates acceptance of professional enghteerfng responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 sax N.GmtSWPkwy.GmxfPraWeTXISM solelyforthedes!gn drown. The suitability and use of this drawing for any structure is the responsibility ofthe Buitabtg 8C Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer perANSYM i Sac.2 TRUSPLUS 6.0 VER: T6.5.20 For more Information wetmsjob's general notes pap and Mase web sites: ALPINE: www nmfnenv from: TPI: www mine ore, WTCA www sbdnd ,en. ere• ICC: www lasers a_e Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/244 Job Name: New Residence Truss ID: V6 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 5-12 205 3.SO" 1.50" BC 2x4 DFL 91 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind r 6 7 8 9 10 2 6- 0- 0 557 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the 1 -32 lb 3 12- 0- 0 491 3.50" 1.50" Kcr (creep factor) = 2.00 lesser of the truss chord lumber value or 2 -31 lb CML �P '9T��CAt 4 1s- 0- 0 557 3.50" 1.50" Refer to loint QC Detail Sheets for 625 for all bearings. 4 -31 lb by 9 SlrengUAll i�18 gor 0- Plates are ates are L ofNE Wave 20 be position per Joint Detaiunless l Rhe d rf •C'Ircoled tea and false f a., a for Super tame fates p 5 23- 6- 4 205 3.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on S -32 lb 268 - Homewood Truss MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BOLL. testingg and approval as required by IBC 1703 This truss is designed using the DIR: Drive -M -0140615_L00007_]00001 L/999 MEN .3-4 (LIVE) LC 49 L- -0.05" D= -0.05" T= -0.11" Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported in ESR -1118. Install interior support(s) before erection. ASCE7-10 Wind Specification Bldg Enclosed = Yes, safetyUdmmW WTCA) for safety practices prior to performinalm.performing these functions. trawlers shah pwde temporary bracing per Bfsl. Unless �- loint Locations tea -Not "1 designed for attic storage unless + ♦ + + + + + + + + . + + + + + + + + + + + Truss Location = Not End Zone Li r L-1.25 P=1.25 0- 0- 0 s o- o- o noted otherwise. NOT ANALYZED FOR UNBALANCED LOAD CASES Exp Category = C 2 6-0-0 7 6-0-0 TC Snow P 0.00 psf (f) ++++++++++++r+++++f+++ Bldg Length 62.00 ft, Bldg Width 30.00 ft 3 12- 0- 0 8 12- 0- o 4 18- 0- o 9 1s- 0- 0 See DW'C VAL16010I014 for valley details. Mean roof height - 12.02 ft, Ittph = 110 s 24- 0- 0 10 24- o- o AN rTW COMPANY conformance with ANSIrtPI 1, a for handling, dapping. Installation & bracing of trusses , A seal on this drawing or cover page fist/ng flits drawing, Indicates acceptance orprofbssiord engtneeding responsibility occupancy Category II, Dead Load = 13.z psf CRMCAL M SER FORCES: safety for Me design shown. The suftabigty and we of bits thawing for any structura is the responsibility of the Building BC Dead 8.00 psf Designed :as Main Wind Force ResistingSystem TC CAMP. TF115. DUR. CSI DeslgrrerperANSf7112/1Sec2 Low-rise se and Components and Cladding 1-2 26 1.60 / 116 1.25 0.35 2-3 76 1.25 / 107 1.25 0.26 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: L/24 Tributary Area 48 Sgft 3-4 -76 1.25 / 107 1.25 0.26 4-5 -26 1.60 / 116 1.25 0.35 ac CONP. (((OUR. jjj/ TENS. 71 6-7 -493.2531.60.197-8 IDUR.1. -49 1.25 / 381.60 0.14 8-9 -49 1.25 / 381.60 0.14 9-1049 1.25 / 381.60 0.19 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-7 -429(1.25)/ 84(1.. 0.05 3-8 -409((3.253/ 46((1.603 0.10 4-9 -429 1.25 / 84 1.60 0.015 Heel 8CSI Left 0.10 Right 0.10 r 12-00 1 12-0-0 1 1 2 3 4 5 4.D - 4.0 1.5X3 44 1-8 3X6 0-0-8 8182 W "W:_J W:308 W:308 R:205 R:557 U:-32 U:-31 6X6 1.5X3 83 18-0-0 B4 B5 W:308 W:308 W:308 R:491 R:557 R:205 U: U:-31 U:-32 3X6 BUTTE COUNT,. Y BUILDING DIVISION APPROVED SHIP 048 �I No. C 72160 240.0t r 6 7 8 9 10 CML �P '9T��CAt OVER 5 SUPPORTS %FdO by 9 SlrengUAll i�18 gor 0- Plates are ates are L ofNE Wave 20 be position per Joint Detaiunless l Rhe d rf •C'Ircoled tea and false f a., a for Super tame fates p 4/18/2016 are positioned as shown above. Shift gable stud plates o avad overlap w' structural plates. 268 - Homewood Truss **WARNINGI** READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: Sunny Dhami (CA) **IMPORTANT** FURNISH THIS DRAWING TOALL CONTRACTORSINCLUDING THE INSTALLERS. DIR: Drive -M -0140615_L00007_]00001 require exaeme care In fabrlce8ng, handi". dapping, Installing and bracing. Refer to and follow the latest edition a BCSI (Building Component W0: Dri veJL0140615_L000 #LC 50 WT/PLY: 984 safetyUdmmW WTCA) for safety practices prior to performinalm.performing these functions. trawlers shah pwde temporary bracing per Bfsl. Unless Dsgnr: Aid - !�Tnrsses ip n ^ n amOtad oblerrdse. Lop chord shell have property attached structural shed" and bottom chord shall have a properly atlaared tVd cel". Locations drown permanent lateral restraint of webs shad have per eesl secdons 83. 87 o am, as eppuceeta. Apply plates to each race a suss and TC Live 20.00 psf Li r L-1.25 P=1.25 0 IIJI�\�I11 wW mparg rdess rd oslamessnowmanweerhdmaha.rootoeraesreporLvraessrwradomawlsa. D TC Snow P 0.00 psf (f) owDu SnowDur L=1.15 P=1.15 I��c--,IjIO� Alp., a =ton of 1TW Building Components croup Inc., 9W not be respm501e for arty deviation from Ods @awing, any ra8ure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN rTW COMPANY conformance with ANSIrtPI 1, a for handling, dapping. Installation & bracing of trusses , A seal on this drawing or cover page fist/ng flits drawing, Indicates acceptance orprofbssiord engtneeding responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2910 N. Great SWPk". Grand Pralrlq TX 75050 safety for Me design shown. The suftabigty and we of bits thawing for any structura is the responsibility of the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 DeslgrrerperANSf7112/1Sec2 TRUSPLUS 6.0 VER: T6.5.20 For more bdormallan sae thlsjob's general notes page and these web sites: ALPINE: rPl: yrtca Icc Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: L/24 0 I c7MV , RESPONSE LETTER: �r<<v�� t� • Apt7 7 � � RE: Plan Review for: Dhami Residence Project Address: 3082 4th St TRB At4D ASSOCIATES Agency App. No.: B16-0484 TRB+ Project No.: 16.054.105.1 Agency: County of Butte TRB+ Project Number: 16.054.105.1 Page 2 of 5 PROJECT DATA Occupancy Group: R -3/U ...Type of Construction: VB Number of Stories: One Conditioned Floor Area (s.f.): 1888 Existing Garage (s.f.): 682 Fire Sprinkler System: Required Valuation: $120,000 FORWARD © This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning,, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. 0 Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. 0 If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal -documentation. 17 Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey - 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 kD 0 51 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Sheet SP Al. Please indicate the occupancy group for this structure as R -3/U. Response: Corrected to R -3U. A2. Please clearly label on the site plan what structures are new and what structures are existing. CRC Section 8106.2 Response: Provided on SP. A3. Please indicate on the site plan the lot shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. CRC Section R401.3 Response: Drainage arrows and "NOTE FOR GRAINAGE" are provided on SP. A4.. Please provide a scope of work on the cover sheet to clarify a new residence is being attached to an existing garage. Response: SCOPE OF WORK is provided on SP. A5. Please note that an automatic residential fire sprinkler system shall be installed in the new residence and existing garage in accordance with CRC Section R313.2. The sprinkler system shall be o designed and installed in accordance with CRC Section R313.3 or NFPA 13D. A fire sprinkler permit application, plans, and calculations shall be submitted to the Building Division and approved prior to the rough frame (4 -way) inspection. Response: See NOTE FOR FIRE SPRINKLER SYSTEM on SP. Sheet 1 ' A6. Please indicate ducts in the garage and ducts penetrating the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum No. 26 gage sheet steel or a other approved material and shall have no openings into the garage. CRC Section R302.5.2 Response: See NOTE inside garage for duct and penetration on 1. A7. Please clarify the wall legend. It seems the main residence is existing, not new according to i the legend. - Response: Corrected. ; Sheet 3 , A8. Please specify exterior stucco shall not be less than three coats when applied over metal or ' wire lath. CRC Section 703.6.2 Response: See NOTES FOR 3 -COAT STUCCO. ' R A9. Please specify that stucco weep screeds shall be placed a minimum of 4 inches above the ! { earth or 2 inches above paved areas. CRC Section R703.6.2.1 ! 1 Response: See NOTES FOR 3 -COAT STUCCO. Sheet 7 A10. Please indicate smoke and carbon monoxide alarms shall receive their primary power from f the building wiring and shall be equipped with a battery backup, and shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the individual unit per CRC Section R314.4, R314.5, R315.1.2, and R315.1.3. ` Remove the current smoke alarm notes on Sheets 1 & 7 that do not comply with the above code requirements. 1 elI Response: See revised SMOKE ALARM NOTE MECHANICAL COMMENTS Sheet 7 M1. Please specify bathroom fan exhaust rates shall be minimum 50 cubic feet per minute for intermittent ventilation or 20 cubic feet per minute for continuous ventilation. CRC Section R303.3 Exception Response: See BATHROOM EXHAUST FAN NOTE M2. Please specify environmental air duct exhausts (e.g., dryers, bath fans, domestic range vents, etc.) shall be equipped with back -draft dampers. CMC Section 504.1 Response: See AIR DUCT EXHAUST NOTE PLUMBING COMMENTS P1. Please indicate showers and tub -shower combinations shall be provided with individual control valves of the pressure balance, thermostatic, or combination pressure \balance/thermostatic mixing valve type. CPC Section.408.3 Response: See note for bathtub and shower and notes 7 and 8 on sheet 1. P2. Please indicate that bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC Section R307.2 Response: See note for bathtub and shower and notes 7 and 8 on sheet 1. P3. Please provide dimensions at the water closets showing the clear space in front shall be not less than 24 inches. CPC Section 402.5 & CRC Section R307.1 Response: Clearance in front of water closets are provided on sheet 1. P4. Please provide the location of gas meter.CPC Section 1208.6.1 Response: Gas meter location is provided on sheet SP and 1. ELECTRICAL COMMENTS Sheet 7 E1. Please indicate all 125 -volt, 15- and 20 -ampere receptacles shall be listed tamper-resistant receptacles per CEC Article 406.12. It appears some receptacles on the electrical plan are listed at tamper-resistant, while others are not. Response: Corrected to tamper-resistant for all. E2. Receptacles shall be installed no more than"12 feet horizontally from one another and no more than 6 feet from the edge of any wall space. Wall spaces more than 2 feet in width and unbroken along the floor line by openings or fireplaces shall be provided with a receptacle. CEC Article 210.52(A) Please provide additional wall receptacles at the following locations per CEC Article 210.52(A): a. Bedroom 2: At the front and rear wall space. Response: Provided b. Bedroom 3: The wall space to the right of the door opening. Response: Provided j c. Bedroom 4: The wall space at the front of the residence and the wall space to the left of the door opening. Response: Provided d. Living Room: The wall space right of the door entrance. Response: Provided E3. All 125 -volt, single-phase, 15- and 20 -ampere receptacles installed in the garage and kitchen serving countertop surfaces must be ground -fault circuit -interruption (GFCI) per CEC Article 210.8(A). It appears on the electrical plan that some are not labeled as GFCI. Please correct. Response: Corrected E4. Please provide an additional GFCI countertop receptacle to the right of the kitchen sink within 24 inches. CEC Article 210.52(C)(1) Response: Provided. E5. If garbage disposal is installed provide receptacle to be readily accessible. CEC 422.16 (13)(1). Response: Provide receptacle and switch for garbage disposal. E6. Please provide at least one GFCI receptacle outlet within 3 feet of the bathroom sinks per CEC Article 210.52(D) & 210.8(A). It appears three bathroom sinks require GFCI receptacles. Response: Provided. E7. - Please indicate the branch circuit(s) provided to supply bathroom receptacle outlet(s) shall have no other outlets except with the same bathroom. CEC Article 210.11(C)(3) Response: Indicated the bathroom receptacles, see note 15/7. E8. Please indicate the branch circuit(s) provided to supply the laundry receptacle outlet(s) shall have no other outlets. CEC Article 210.11(C)(2) Response: Indicated the laundry receptacle (sep. cir.) , see note 16/7. E9. Please indicate at least two 20 -ampere small -appliance branch circuits to supply kitchen countertop receptacles. The branch circuits shall only supply receptacles outlets within the same kitchen. CEC Article 210.52(B)(3) Response: Indicated the countertop, receptacle, see note 17/7. E10. Please indicate location and amp rating of electrical panel. Response: See location and amp rating on the side of garage. E11. Please indicate the light fixture over bathtubs and showers shall be suitable for damp locations. CEC Article 410.10(A) Response: Indicated the bathtub and shower's light fixtures be suitable for damp locations, see note 10/7. ENERGY COMMENTS Sheet 1 EN1. On the window schedule, specify 0.23 SHGC max to match the energy report. Response: Corrected to 0.23. Sheet 7 EN2. It appears,in the electrical symbol legend, Table 150-C is referenced, but it should be referencing Table 150-B. Please coordinate. Response: Corrected to Table 150-C. EN3. Please show the incandescent lighting in the bathroom controlled by vacancy sensors or provide high efficacy lighting. CEnC Section 150.0(k)5 Response: Changed to LED (high efficacy lighting). EN4.. Please indicate all lighting installed in the garage and laundry room shall be high efficacy luminaires and controlled by vacancy sensors per CEnC Section 150.0(k)6. It is currently shown as incandescent lighting. Response: Changed to LED (high efficacy. I ighti ng) with vacancy sensor, see note 14/7. GREEN BUILDING COMMENTS GB1. Please specify a dedicated 208/240 -volt branch circuit for the future electric vehicle charger. The service panel and/or subpanel shall provide capacity to install a 40 -ampere minimum dedicated branch circuit. Specify location shall be visibly marked as "EV CAPABLE". CGBSC Section 4.106.4.1 Response: See 208/240V dedicated circuit in garage, also see ELECTRICAL CHARGING NOTE on sheet 7. STRUCTURAL COMMENTS S1. Detail 3/Sheet 2: Please specify anchor bolts to be spaced 48" o.c. to match calculations and shear wall schedule. Response: Corrected to 48" OC. S2. Please provide design and details of how lateral forces will transfer between the offset new and existing structure. Response: Since the top plate heights are different. It is impossible to transfer the lateral forces. Can I treat them as separate structures. The garage is existing and be considered as self-supporting structure on N -S direction. S3. Please verify the quantity of Al and AG trusses in the truss calculation submittal. It appears there are 11 Al trusses and 2 AG trusses needed. Response: Truss Al =11 ea., truss Ag = 2. Truss company shall revise. S4. It appears height of trusses between joists and rafters is greater than 42 inches, thus meeting the definition of unhabitable attics with storage. Please design truss bottom chords to include a 20 psf live load where the clear height in the attic is a minimum of 30 inches and include a concurrent 10 psf live load at remaining portions of truss bottom chords per CBC Table 1607.1 footnote j. Otherwise, please justify how attic meets the definition of an unhabitable attic without storage per CBC Table 1607.1 footnote i. Response: Truss company shall revised the calculation for bottom chord live load = 20 psf for unhabitable attics with storage. If you have any question, please call Bryan Wagner at 530-743-8855. Thanks o r brra Pi W (� Agency: County of Butte TRB+ Project Number: 16.054.105.1 EN -1. On the window schedule, specify 0.23 SFIGC max to match the energy report. Sheet 7 EN2. It appears in the electrical symbol legend, Table 150-C i,� referenced, but it should be referencing Table 150-B. Please coordinate. EN3. Please show the incandescent lighting in the bathroom controlled by vacancy sensors or provide high efficacy lighting. CEnC Section 150.0(k)5 EN4. Please indicate all lighting installed in the garage and laundry room shall be high efficacy luminaires and controlled by vacancy sensors per CEnC Section 150.0(k)6. It is currently shown as incandescent lighting. GREEN BUILDING COMMENTS GB1. Please specify a dedicated 208/240 -volt branch circuit for the future electric vehicle charger. The service panel and/or subpanel shall provide capacity to install a 40 -ampere minimum dedicated branch circuit. Specify location shall be visibly marked as "EV CAPABLE". CGBSC Section 4.106.4.1 STRUCTURAL COMMENTS S1. Detail 3/Sheet 2: Please specify anchor bolts to be spaced 48" o.c. to match calculations and shear wall schedule. S2. Please provide design and details of how lateral forces will transfer between the offset new and existing structure. S3. Please verify the quantity of Al and AG trusses in the truss calculation submittal. It appears there are 11 Al trusses and 2 AG trusses needed. 'Uavrg S4. It appears height of trusses between joists and rafters is greater than 42 inches, thus meeting the definition of unhabitable attics with storage. Please design truss bottom chords to include a 20 psf live load where the clear height in the attic is a minimum of 30 inches and include a concurrent 10 psf live load at remaining portions of truss bottom chords per CBC Table 1607.1 footnote j. Otherwise, please justify how attic meets the definition of an unhabitable attic without storage per CBC Table 1607.1 footnote 1. [END] TRQ