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HomeMy WebLinkAboutB16-0122W`:S.BRTMENTOFHOMELANDSECURnY ELEVATION CERTIFICATE 4DE I EMERGENCY MANAGEMENT AGENCY N°"°I` °°dI'm`°eP'°g"am Important: Read the instructions on pages 1-9. SECTION A - PROPERTY INFORMATION Building Owners Name Lewis Williams A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and 1779 South Villa City Palermo State CA ZIP Code 95968 OMB No. 1660-0008 Expiration Date: July 31, 2015 FOR INSURANCE COMPANY USE A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 1, Block 100 of the Palermo Citrus Tract #2, Wall Map #9. APN 026-250-061 BURFAU VERIMS HORT[4-Al'tE IgA,, EI .IIWTP�TD) A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential and Attached Garage A5. Latitude/Longitude: Lat_ 39.43108N Long. 121.5616W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 (� c A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. JAN 24i6 AT Building Diagram Number 5 -1. T - , A A8. For a building with a crawlspace or enclosure(s): A9. Foy a building with an attached garage- A.0 VERT � iAS a) Square footage of crawlspace or enclosure(s) 2130 sq ft a) Square footage of attached garage 0596, sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 30 within 1.0 foot above adjacent grade 8 c) Total net area of flood openings in A8.b 2400 sq in c) Total net area of flood openings in A9.b 640 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name s B3. State Palermo 060017 Butte CA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 06007c0991 E 391409695.86 Effective/Revised Date Zone(s) AO, use base flood depth) 1-6-2011 AE 150.7 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings` ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: Buz 2008 Vertical Datum: NAVD 1988 EL = 152.39 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used..0 a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 154.27 ® feet ❑ meters b) Top of the next higher floor N/A. ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ meters d) Attached garage (top of slab) 152.77 ® feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building N/A. ❑ feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 1501 ® feet ❑ meters 'k kn UJ W U z LL M O 'C� "� v c� UJ Jj 0 LIJ UJ cr: m C W g) Highest adjacent (finished) grade next to building (HAG) 151.2 ® feet ❑ meters Mi w tr h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. ❑ feet ❑ meters aw o SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and seated by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of forth. Were latitude and longitude in Section A provided by a ❑ Check here if attachments_ licensed land surveyor? ® Yes ❑ No Certifiers Name Timothy Paul Giordano License Number L 7210 Title Land Surveyor Company Name Timothy Paul Giordano Land Surveyor Address 2 Margaret Drive City Oroville State CA ZIP Code 95966 Sig atu Date - Telephone (530) 532-1029 FEMA Form 086-0-33 (7/12) See reverse side for continuation. TIMOTHY P. GIORD -%NO N0. 7210 t Replaces all previous editions. Ell-EVAZCION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1779 South Villa City Palermo State CA ZIP Code 95968 Company NAIC Number. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Sig nap Date SECTION E - BIADING ELEVATION INFORMATION (SURVEY NOT R UIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG_ E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owners or Owners Authorized Representative's Name Lewis Williams Address 1779 South Villa City Palermo State CA ZIP Code 95968 Signature %/' Date Telephone / .V..2.i p?p� Comments Gj `' 7O Check here if attachments.' SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title n= n n V A Ay Community Name Telephone WISING CIAIrPI' ne Signature Date AIWOO 31ina Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. l� lg sOR CODE C©MPR 1ANCE AUG 11 2.M BOREI'iOVI~1t1ik3Ian At`ZtRiUA'STRUCTURAL CALCULATIONS CLIENT: Lewis Williams PROJECT: New Single -Family Home PROJECT 1779 South Villa Avenue LOCATION: Palermo, CA JOB NUMBER: 2233 DATE: 04/02/16 BUTTE COUNTY APR 14 2016 DpVE,)i3OPMFNT SERVICES B1GOJ� x � LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D BUTTE COUNTY WIND SPEED V (3 SECOND GUST): 110 mph BUILDING DIVISION WIND EXPOSURE: B APPROVED SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN ����� THESE CALCULATIONS ? No M f) NOTES: APR 18 2016 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. BUREAU V'ERITA� 2. Any structural or non-structural items that are not specifically addressed in the following N.A. calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. ON., a�a UJ x � = 93 - TRUSS STATEMENT:OJP (J a�-� has reviewed the trusses submitted by Homewood Truss N w P�- and dated 3/16 for this project. The review was provided to insure that the truss designer used the ('ii ?� proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for thea �: W design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. --c Z alLU Page 1 60 Independence Circle, Ste. 201 • Chico, CA 95973 C 'To c� 11= • (530) 892-1100 • Fax: 892-1115 �F F(-1, ca �oP� ran Man 0M GRAVITY LOADS: ROOF: PITCH: 10:12 DEAD LOAD: COMPOSTITION SHINGLES - , 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF' 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.5 PSF DEAD LOAD 14.7 PSF PITCH INCREASE FOR DEAD LOAD 1.3 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY:. JMR DATE: 1/19/2016 JOB NO: 2233 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = - 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr =.REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 14.0 PSF TOTAL LOAD 30.0 PSF i BUTTE douNty BUILDING DIVISION APPROVED LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 BY: J n 12 - DATE: 3 1 1(0 JOB NO: 22 33 PAGE OF 4 Irr:� s -etfAa�RTYP �.= iTi h t was BUrrECOUN BUILDING DIVISION APPROVED • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE (530) 892-1100 • FAX: (530) 892-1115 Date: I I I & Job No. 22 $�; Page Q Of DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL SCHEDULE SHEAR WALL A B C D E F SHEAR WALL A B C D E F G WIND SHEAR PLF SEISMIC SHEAR PLF 260 350 490 640 730 760 980 BLOCK OR RIM JST. WIND SHEAR PLF 335 485 600 820 935 975 1260 CAPACITY FOR WIND 3/8" PLYWOOD"' CDX CDX CDX CDX STRUC.1 CDX CDX 1062 OR EXT. RATED OSB ONE SIDE ONE SIDEONE SIDE ONE SIDE ONE SIDE TWO SIDES TWO SIDE NOTES: EDGE NAILING 3 8d @ 6" 8d @ 4" 8d @ 3" 8d @ 2" 8d @ 2"8d @ 3" FIELD NAILING 3 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 1 8d @ 12" 8d 12" 2. Design capacity of bolts per Table 8.2E of the '97 NDS. STUD SIZE AT VERTICAL 2 x 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for PLYWOOD JOINT STUD full heic ht of studs 4x post may be used in place of 2 - 2x Capacity of 5/8" Anchor Bolt in 2x sill = 1.33 *830# = 1103# / Bolt FOUNDATION SILL 1-1/2" 1 1/2" 1 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 3. Reduce A.B. capacity in PLATE THICKNESS per foot is > than 350 plf < 600 p1l, CLIP, BLOCK LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ LS70 @ TO PLATE 24" o.c. 20" o.c. 16" o.c. 12" o.c. 10" o.c. 10" o.c. 8" o.c. 5/8" A.B. SPACING s 48" o.c. 36" o.c. 12" o.c. 24" o.c. 22" o.c. 16" o.c. 16" o.c. 1/2" A.B. SPACING 34" o.c. 24" o.c. 9" o.c. 16" o.c. 1 15" o.c. 1 11" o.c. 11" o.c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. with Hem -Fir top and bottom plates or equivalent 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not 4. permitted. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 935 975 1260 2X SILL NAIL INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 15" o.c. @ 11" O.C. @ 8" o.c. I @ 6" o.c. @ 5" O.C. @ 5" o.c. @ 4" o.c. SILL SCREW CAPACITY 277 377 519 692 830 830 1038 CAPACITY FOR WIND 368 501 690 920 1104 1104 1381 5/8" A.B. CAPACITY 276 368 552 708 772 1062 1062 1/2" A.B. CAPACITY 268 380 507 697 1 744 1 1015 1 1015 NOTES: Simpson SDS 1/4 x 6" Wood Screws per Simpson Capacity of SDS 1/4" x 6" Wood Screw = 260 * 1.33 = 346 # / screw 2. Design capacity of bolts per Table 8.2E of the '97 NDS. Capacity of 1/2" Anchor Bolt in 2x sill = 1.33 *570# = 760# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.33 *700# = 930# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.33 *830# = 1103# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.33 *1065# = 1416# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 plf < 600 p1l, 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 W r= C: MZM 0 v C <C mraz oZ BY: JMR DATE: . I I I � JOB NO: 2--Z--j3 PAGE: _ I NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF POST SCHEDULE BASED ON 2013 CBC MARK MAR POST SIZE LUMBER GRADE MAX. Lu MAX. LOAD @ POST MAX. LOAD @ HEM FIR PL. MAX. LOAD @ D.F. PLATE P1 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS P2 2 -2 x 4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS P3 3-2x4 '2x6 STANDARD 9' 5,000 LBS 6,300 LBS 9,700 LBS 74 28 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS P5 2-2x6 STANDARD 9' 5700 LBS 6,600 LBS 10,000 LBS P6 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P7 4 x 4 D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS P8 4 x 6 D.F. #1 9' 8,000 LBS 7,800 LBS 12,000 LBS P9 4 x 8 D.F. #1 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6 x 6 D.F. 71 9' 20,000 LBS 12,200 LBS 191000 LBS P11 6 x 8 'X3.5 D.F. #1 9' 28,000 LBS 16,700 LBS 26,000 LBS P12 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS P13 -F1 -4 3.5 x 5.25 1.8 PARALLAM PSL 9' 9,100 LBS 7,400 LBS 11,000 LBS _F1 -5 3.5x7 -5.2 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 15,000 LBS 5 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL 9' 31,300 LBS 14,800 LBS 23,000 LBS P17 1 7 =7, 1.8 PARALLAM PSL 1 9' 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF Fy = 40,000 MARK LOAD (KIPS) FOOTING DIMENSIONS (INCHES) WIDTH LENGT THICKNESS MINIMUM STEEL REQUIRED #4 REBAR EVENLY SPACED Fax: 892-1115 F1 2.7 16 16 12 2 EA. WAY 3" CLR. F2 4.2 20 20 12 3 EA. WAY 3" CLR. F3 6.0 24 24 12 3 EA. WAY 3" CLR. F4 7.0 28 28 12 4 EA. WAY 3" CLR. F5 9.5 32 32 12 4 EA. WAY 3" CLR. F6 12.0 36 36 12 4 EA. WAY 3" CLR. F7 15.0 40 40 18 5 EA. WAY 3" CLR. F8 18.0 44 44 18 5 EA. WAY 3" CLR. F9 111 -0 22.0 48 48 18 8 EA. WAY 3" CLR. 26.0 52 52 18 9 EA. WAY 3" CLR. F11 31.0 56 56 18 10 EA. WAY 3" CLR. F12 35.0 60 60 18 10 EA. WAY 3" CLR. WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 BUTTE COUNTY BUILDING DIVISION APPROVED Project: Z233 Prepared by: Jeff Richelieu 1/15/2016 Software licensed to. Streamline Engineering, Inc. Phone: 530-892-1100 1 Email: ieffstreamlinenchcolnhal not Input• See ASCE 7-10 Section 26.3 for symbol definitions V= 110 mph Exposure Category B ' h=28ft L=62ft 13=72ft Gable Roof: Pitch = 10:12 This is a valid Class 1 building Wind Simple Version 1.0.0 Topographic Factor Specify Kt directly Kzt for walls = 1.00 Kzt for roof = 1.00 Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 AIWFRS Wall Pressures (psi) Wall ; .°Total`Windward � Leeward � � Side ", ,Internal x LoadCase 1.` -4.9. -12.4 -19.1 -17.0 - @ . Load Case 2!s 19.2 15.1 -10.5 -13.6 +/-3.3 .:..: �po.a ' 17.9 13.9 MWFRS Roof Pressures (psi) _ neti :_ �F �,�1;� r,� ,�.' 2 rte" 3 � ;. •i 4 `f ��` 5 ,. E.-14.0" LoadCase 1.` -4.9. -12.4 -19.1 -17.0 - @ . Load Case 2!s 9.4 -5.9 0.0 0.0 0.0 MWFRS Roof Overhang Pressures Povh @ Zone 1 = 3.7 psf Povh @ Zone 3 =14.3 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) BUTTE COUNTY BUILDING DIVISION APPROVED S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skghoshassociates.com S5Y� .{d Effecttve' .h, _'.. �. Zone 2: r a - @ . s x@ Zone 3 5 Zone 4' ri 5K ` @ Wind, Area (sf) t„ F .Load Load ;Load '' Load i .':Load Load :Case 1', Case 2 Case 1 Case 2 1 �` Toad Load ;'Case Case 2 Case 1`.•; Case 2 10 " =35 9 -> 12.3 =62.2 -. 14.2 =23 2 21.4 35`:9; : 19.6 500 a 35 9' .. 12.3 X56:0 " = 12.8 S =18 6 a4;' 15.0 21;6 13.7 S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skghoshassociates.com BY: JMR DATE: 1/15/2016 JOB NO: 2233 PAGE: -I WIND DESIGN PRESSURE ON PROJECTED AREA Load Case 1 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -4.9 PSF ROOF PITCH 10 :12 ANGLE = 39.8 ° WIND PRESSURE ON PROJECTED AREA OF ROOF -4.89 PSF ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACEM-12.4 PSF ROOF PITCH :12 ANGLE = 39.8 ° WIND PRESSURE ON PROJECTED AREA OF ROOF PSF NET PRESSURE ON PROJECTED AREA 7.5 PSF Load Case 2 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE 9.4 PSF ROOF PITCH 10 :12 ANGLE = 39.8 ° WIND PRESSURE ON PROJECTED AREA OF ROOF 9.376 PSF ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE -5.9 PSF ROOF PITCH 10 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -5.89 PSF NET PRESSURE ON PROJECTED AREA 15.3 .PSF Load Case 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -19.1 PSF ROOF PITCH 10 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -19.1 PSF ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -19.1 PSF ROOF PITCH 10 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -19.1 PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 ANGLE = 39.8 ° BUTTE COUNTY BUILDING DIVISION APPROVED ANGLE = 39.8 ° ANGLE = 39.8 ° 0 Fax: 892-1115 "`"Y" """"""'y 1XVIM« nttp://enpi-earthquake.crusgs.gov/desiggnmaps/us/summary.php?templ... MR. 4 �. -(= Design Maps Summary Report User -Specified Input Report Title Lewis Williams Sun January 10, 2016 17:08:57 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 39.430310N, 121.56011°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III -44 � ,�j �. ,x: F]iov�e• ,'��`�' ` � �r..,r w� "� ,ear+'" ✓",��; i • f z .,.�. , >Q lK3eyltr4� ? "' ,a'i y , i°aAdr6 4 � t� Pali o•, xt ;trt 1' E a . Big S•. 014 Gridte + i (14 •_ ..... t. �..: _-..-....._.... _ SA. .fit.: ..... .._.... .,..�. �:__. ..�. ..�,.- _ 1 Cr'+✓`i.":�i.< -. .-.�- _.,� �.� -i:- ria USGS-Provided Output Ss = 0.582 g SMs = 0.776 g SOS = 0.518 g Sl = 0.260 g Sal = 0.489 g Sol = 0.326 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.2Q.- 0.80.- 0.72.- 0.64.. .BB0.800.720.64 O.S6 v 0.48 H 0.40 0.32- 0.24 F- 0.16-- 0.02-- 0*00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) MCER Response Spectrum Design Response Spectrum 0.54-- 0.4s.- BUTTE COUNTY 0.42 BUILDING DIVISION S0.36F �` 1 P1 OVED 0.30 H 0.24 0.18.- 0.12-- 0.06-- 0.00 .1B0.120.060.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) For PGAM, TL, CRS, and CRl values, please view the detailed report. of 2 1/10/2016 9:09 AM sum COUNTY - BUILDING DIVISION APPROVE® 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 _ BY: JMR r a � ,'� "` DATE: 1/15/2016 - JOB NO: 2233 PAGE: SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(Cs )W WHERE Cs = SI)s / (R / 1) = 0.080 W . SDS = 0.518 See attached printout from ASCE 7-10 SDI — 0.326 See attached printout from ASCE 7-10 R = 6.5 per Table 12.2-1 for wood shearwall IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2 For occupancy category II Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h„" = 0.2564 MAXIMUM HEIGHT OF STRUCURE (h.) = 30 FT. Ct = 0.02 FROM TABLE 12.8-2 X. = 0.75 FROM TABLE 12.8-2 CHECK Cs., TL _ 16 SEC. PER FIGURE 22-12 r FOR T < TL Cs = 0.1956 MAXIMUM PER 12.8-3 Cs = 0.080 Used for design Cs/ 1.4 = 0.057 Per CBC Section 1605 (eq. 16-21) . USE V = 0.074 W sum COUNTY - BUILDING DIVISION APPROVE® 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 L Ion I y BY: J DATE: I I I (o JOB NO:, 2 Z PAGE 10 OF VS . 0'7411('5110160 4 13o(` I -Z) al J i. S IL Vw _. w [ ..01�3��(v.) ICo +.oI�Z(��Z 17.E = 3.3 h -�+7 I -1 2 T -1 -HD 14-IzT LINE 2 V5 V, Vw-,�� . �1�3(I�.S� I� +-oi�2 (°1fZ) '22 V5 = 9-C 13�Z41 rot x-'44 Mls)VO 2 � pocl use 0�� oT!l= oocl 12)9= 10 K-' 4 Z ►Z t-1 = i2 I Z /z� E 13 (101G;) -t °i ( ®I) ] to d y 1 0 No 144 �. c2 . • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J I1 ?:< DATE: I l i0 JOB NO:. 2- Z �3 PAGE I OF -71 17 (-ica)QoI lzo(��z�o oil K - VW 3;'_ -25 'v— o 2 0 !� 4-'�2 F e -7.-7§7 E BUTTE COUNTY BUILDING DIVISION APPROVED • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 - q BY: J rl F-, DATE: 7 JOB NO: PAGE 12 OF �'/�j 074 I 21 l) o O l �D + 1S0(91s) � � = 2--7 K, 1 r V J �w—a�L-o��2il� 1I.9K—�-_ 2 I 4.4 LI 2 S T H'b 14 e n LSA Q use s HVl 7 BUTTE COUNTY QUILDING DIVISION APPROVED • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 - _m BY: Jrl?, DATE: I I I& JOB NO: 22 3 PAGE OF CR S IST W fzoo 0 L!►J � G> f v5 = . . 010,9 0 3 vw =. C.o�9T ,G I BUTTE COUNTY BUILDING DIVISION APPROVE® • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE (530) 892-1100 • FAX: (530) 892-1115 co�L C,To:7,C-2 BY. J rl rZ DATE: 3 1 Ca JOB NO: 2 2 3 "� PAGE I4- OF L`�2 CLIP TpQcl ,5 C�+aI2r,-) TO '--0 f2 ft o� 13,_�j111 t_ Vo = 4_ & h 0VPAC�TPUS �s T 20 r2AG -puss AKACrC—., 0 t2 S c 2 7— T iz L1,5S Tc�, -o G !Z t2 0' L31 C- I I Z BUTTE COUNTY 70 J • Z� 2 BUILDING DIVISION a z� 2. X38>Z . _ �e� APPROVED T= G 3• `7 13 0= I Q IL V r L i re !, 2 L 1ot-,- ,I 4S1�-, I rlC2TA ZI o TO F�('�: SPL, LIN 2 117PAG i1ZUS5-NOTA[,-? ,-13,oV r-5 • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 - mo Strgamline Engineering Downward L+Lr+S 0.000 in Downward Total . 0.079 in 60 Independence Circle, Ste. 201 Project Title: Lewis Williams Chico, CA 95973 Engineer JMR Project ID: 2233 Project Descr and then using the "Printing & (� . Cj Title Block" selection. Load Comb: Tdle Block Line 6 Max fv/FvRatio = Printed it MAR 2016 4:20PM Mlul, ;rtipS�mpe­,Re= 2233LE-1122338E1fC6. r. •'": a. r ;,••AF" < ` f';':ENERCALC,JNC.'..1983c2016.Bu�Id:8,18.3:30'Ver6:18.3:30 e.��. Load Comb: Description : Revised Beam Layout with Trusses lie Wood Beam Design; BM 1 (Decorative beam only. _ - Trusses above carry all load) fig:-,' k r •, ;- „. , s 3 `, s Calculations° per NDS;2012, IBG 20129 CBC 2013; ASCE:?-1 BEAM Size: 3.5x14, X -Beam, Fully Unbraced 0.08 Using Allowable Stress Design with ASCE 7-10 Wood Load Combinations, Major Axis Bending Species: Rosboro Fb - Tension 3,000.0 psi Fc - PAI 650.0 Wood Grade: Rosboro Bigbeam Fv 300.0 psi Fb - Compr 3,000.0 psi Fc - Perp 650.0 psi - psi Ebend- xx 2,100.0 ksi Density 35.010 pcf Ft 1,000.0 psi Eminbend - xx 1,088.67 ksi . Applied Loads Downward L+Lr+S 0.000 in Downward Total . 0.079 in Beam self weight calculated and added to loads Desion Summary fb : Actual: Max fb/Fb Ratio = 0.010. 1 fb : Actual: Fb : Allowable: 28.48 psi at 6.750 It in Span # 1 2,898.93 psi Load Comb: +D+H Max fv/FvRatio = 0.007: 1 fv : Actual : Fv: Allowable: 2.05 psi at 12.375 It in Span # 1 300.00 psi Load Comb: +D+H Max Reactions (k) P_ S Ir s W E Left Support 0.08 Right Support 0.08 y Ef�� 4 � h.'i�'t fib+ �`�. _ O� .'�Lr.$'"y�;..y�,'Trhx•'�'r-yry....��i L` 13.50 ft, 3.5x14 H Downward L+Lr+S 0.000 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 399999 >360 Total Defl R- 'Wood Beam Design ' D BM 2 (Decorative beam only, Trusses above carryall loads)_ .Calcu ations-peuN.DS 20.12, IBC t BEAM Size: 5.5x18, X -Beam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Rosboro Wood Grade: Rosboro Bigbeam Fb - Tension 3,000.0 psi Fc - PAI 650.0 psi Fv 300.0 psi Ebend- xx 2,100.0 ksi Fb - Compr 3,000.0 psi Fc - Perp 650.0 psi Ft 1,000.0 psi Eminbend - xx 1,088.67 ksi Applied Loads Beam self weight calculated and added to loads Desio S n ummaLE Downward L+Lr+S 0.000 in Downward Total . 0.079 in Max fb/Fb Ratio = 0.041 • 1 fb : Actual: 109.41 psi at 15.000 It in Span # 1 Fb : Allowable: 21642.67 psi Load Comb: +D+H Max fv/FvRatio = 0.017: 1 fv : Actual : Fv : Allowable: 4.96 psi at 28.600 It in Span # 1 300.00 psi Load Comb: M +D+H 0.005 in 0.000 in 30419 >180 Density 35.010 pcf tJ 30.0ft. 5.5x18 ax Reactions (k) D L i r S W 9 H Left Support 0.36 Downward L+Lr+S 0.000 in Downward Total . 0.079 in Right Support 0.36 Upward L+Lr+S , 0.000 in Upward Total 0.000 in Live Load Defl Ratio 399999 >360 Total Defl Ratio '_ _ ..... Wo®d Beam Design 3 BM _ _... . 4582 >180 } 7• y.Lr� W _ •M Jt� r ..Y, ...' � J.._.T rS. `h - �� "s 1{-�,!ro- . •. ,.,_ +- . r ;;r r ''• Calculatins per.-NDS4012, IBC 2012; CBC 2013; ASCE 7-10 BEAM Size: 2 1 75x11.25, Microllam LVL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Wood Species: Louisiana Pacific Major Axis Bending Fb - Tension 2950 psi Fc - Pril 1600 psi Fv Wood Grade: GangLam 2.0E W 2950 290 psi Ebend- Fb - Compr 2950 psi Fc - Perp 1020 psi Ft xx 2000 ksi Density 41.25 pcf 1000 psi Eminbend - xx530120�®t t�r,i Applied Loads UJ I T Beam self weight calculated and added to loads BUILDING DIVISION Unif Load: D = 0.0160, Lr = 0.0140 k/ft, Trib= 4.50 ft Unif Load: D = 0.0160 kilt, Trib=10.0 ft APPROVED ®®` ,� 1`11- R V D ' 0.44 esrQn Summary. Max fb/Fb Ratio = 0.425. 1 fb : Actual: 1,219.67 psi at 7.000 ft in Span # 1 Fb: Allowable: 2,871.05 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.244: 1 fv : Actual : 70.78 psi at 13.067 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L I_r 5-W Left Support 0.44 Support 1.70 6 7' 14.0 ft. 2-1.75x1125 H Downward L+Lr+S 0.066 in Downward Total 0.320 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2548 >360 Total Defl Ratio 524 >180 Streamline Engineering 60 Independence Circle, Ste. 201 ; Chico, CA 95973 and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: • Lewis Williams Engineer. JMR Project Descr. Project ID: 2233 PG , I io. - --•..'--"<--- -;,•:•-.?::••• -:�9"'a .>.,:;;•. H*.�""+ `..,. .. :'D C.-5..; •:-�,# i:�.r..}.an.u�auuW'�Rsf_nY.7a.VI'L�'16V LVlC�'titSlr LU13�A.iGE.71.Us BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - PHI 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi ' Applied Loads Beam self weight calculated and added to loads T Unif Load: D=0.0160, Lr = 0.0140 k/ft, Trib= 4.50 ft . • ` Unif Load: D = 0.0160 kill, Tdb= 8.0 ft Deskgn Summary Downward L+Lr+S 0.031 in Downward Total Max fb/Fb Ratio = 0.683-1 fb : Actual: 732.36 psi at 4.750 It in Span # 1 Fb: Allowable: 1,071.81 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.277: 1 fv : Actual : 49.92 psi at 0.000 It in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+Lr+H - Max Reactions (k) 2 S Lr S w H Downward L+Lr+S 0.031 in Downward Total 0.135 in Left Support 0.98 0.30 Right Support 0.98 0.30 Upward L+Lr+S 0.000 in = Upward Total 0.000 in Fb : Allowable: Live Load Deft Ratio 3627 >360 Total Defl Ratio 846 >180 ;Wood Beaim Design BM 5 Max fv/FvRatio = 0.291: 1 t kr y ^ +' •+:� `2 w. ;sy r:+f S ` x 1�' A f �l_ IcalaLons per NDS'2012.16C 2012�'CBC 2013;*ASCE BEAM Size: 3.5x14, TimberStrand LSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Fv: Allowable: Wood Species: Louisiana Pacific Wood Grade: GangLam 2.0E W 2950 +D+Lr+H Fb - Tension 2,950.0 psi Fc - PHI 1,600.0 psi Fv Fb - Compr 2,950.0 Fc Perp 1,020.0 290.0 psi Ebend- xx 2,000.0 ksi Density 41.250 pcf psi - psi Ft 1,000.0 psi Eminbend - xx 1,036.83 ksi r Applied Loads Beam self weight calculated and added to loads Und Load: D = 0.0160, Lr = 0.0140 k/ft, Trib=12.50 ft DeAmn Summary Max fb/Fb Ratio = 0.502. 1 fb : Actual: 1,389.56 psi at 8.250 ft in Span # 1 Fb : Allowable: 2,768.13 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.291: 1 fv : Actual : 84.50 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 6 LE S • w g H Downward L+Lr+S 0.183 in Downward Total 0.407 in Left Support 1.77 1.44 -7 Upward L+Lr+S 0.000 in Upward Total _ 0.000 in Right Support 1.77 1.44 Live Load Defl Ratio . 1080 >360 Total Defl Ratio485 >180 BUTTE COUNTY BUILDING DIVISION S. APPROVED *— E,C_JIE 1D FOR CODE COMPLIANCE AUG 11 2616 BUREAU VERgAS RORti R AMERICA, INC. ADDENDUM NO. 1 STRUCTURAL CALCULATIONS CLIENT: Lewis Williams PROJECT: New Single -Family Home PROJECT 1779 South Villa Avenue IJILDING Iii���® LOCATION: Palermo, CA JOB NUMBER: 2233 DATE: 05/07/16 Q�CFESSIO,y" C 535 m R TY OF CP��F SEAL APPLIES TO SHEETS 1 THRU LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING,Ae-- 01V9 SEISMIC DESIGN CATEGORY: D �PNVI"Id(C� WIND SPEED V (3 SECOND GUST): 110 mph s3�Ina�sa �0wdp ORA 9M0 )a.Nn09 acne WIND EXPOSURE: Ballw83d SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN BUTTE COUNTY THESE CALCULATIONS ? No BUILDING DIVISION NOTES: APPROVED 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: a— Ik has reviewed the trusses submitted by Homewood Truss and dated 16 for this project. The review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility JKftE design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. COUNTY MAY 10 2016 Page 1 DEVELOPMENT 60 Independence Circle, Ste. 201 0 Chico, CA 95973 (530) 892-1100 Fax: 892-SIMICES Streamline Engineering ' 60 Independence Circle, Ste. 201 r Zhico, CA 95973 _ . ' and then using the "Printing & Title Blodc" selection_ " r Project Title: Lewis Williams Engineer. JMR f- Project Descr: ,Project ID: 2233 F6.Zor2 Wood Beam`Deslgn ' BM 4 2 z,� 'x X r ��5`i=R�1 K • 7 tt f � F .'i -"'. j 6 .ht# 3 - �S. �• i {i H f Y, _. —... ..-.r .t CelCulations per.NDS`2012, IBC 2012�_CBC 2013, ASCE T 10 BEAM Size : 4x10, Sawn, Fully Unbraced Max fb/Fb Ratio= ' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb = Tension' 900 psi Fc - Prll_ 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pef Fb - Compr y .. "`900 psi Fc - Perp' 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads ' Beam self weight calculated and added to loads , Unif Load: D=0.0160, Lr = 0.0140 k/ft, Trib= 4.50 ft ` Unif Load: D = 0.0160 kt t, Trib= 8.0 ft Deshgn Summary ; Max fb/Fb Ratio= 0.683. 1 Tb: Actual : . 732.36 psi at 4.750 ft in Span # 1 Fb: Allowable: 1,071.81 psi. Load Comb: +D+Lr+H Max fv/FvRatio = 0.277: 1 fv : Actual: 49.92 psi at 0.000 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb: +D+Lr+H M M, w. �..,•�. '��� ���� ,� �.,,,5 t.:"r �.''i>+�,� �.e�',"."`�' > Tey: � `u -�E � -.•,r: r 9.50k 4xI0 Max Reactions (k) - D_ Ls a LN E H Left Support 0.98 0.30 Right Support 0.98 0.30 ,: Downward L+Lr+S 0.031 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 3627 >360 Total Defl Ratio 0.135 in 0.000 in 846 >180 Wood Beam Deslgn BM 5 ✓ " " � ' { kr 4fii;1...'r„ 1 •tt�r f,^tf}z7t.ia _. '!,r _ :r rv-;1'iht �q✓• .- v4 t= d CalculatPons.per NDS 2012, IBC 2013, ♦z:e'1 3012,^.CBC ASCE:710 BEAM Size: 2-1.75x14, Microllam LVL, Fully Unbraced 0.297: 1 - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 285.00 psi Wood Species: Trus Joist Wood Grade: MicroLam LVL 2.0 E Fb - Tension 2600 psi Fc - Pdl 2510 psi Fv 285 psi Ebend- xx 2000 ksi Density 42 pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0140 k/ft, Trib=12.50 ft ' Des►gn Summary - Max tb/Fb Ratio = 0.558. 1 Po : Actual : 1,390.47 psf at 8.250 ft in Span #.1 Fb: Allowable: 2,492.79 psi Load Comb: +D+Lr+H Max fv/FvRabo = 0.297: 1 fv : Actual : 84.55 psi at 0.000 ft in Span # 1 Fv : Allowable:285.00 285.00 psi Load Comb: +D+Lr+H . Max Reactions (k) R L Lr a w E H Downward L+Lr+S 0.183 in Downward Total 0.408 in Left Support 1.77 1.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.77 1.44 Live Load Defl Ratio 1080 >360 Total Defl Ratio 485 >180 BUTTE COUNTY ` BUILDING DIVISION ' 1 "Serving The Best Builders". { 4011 Sierra College Blvd., Loomis, CA 95650 Phone (916) 652-4655 Fax (916) 652-3860 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-88-55 Fax (530) 743-8856 WWW OHnmFwnnr)_com .Client.- Lewis lient: Lewis Williams Protect: Single Family Residence 1779 South Villa Ave Palermo, Ca BUTTE a 1°russ Designer: -COUNTY Bryan Wagner MAY 10 2016 brvanwPhomewoodtruss.com DEVELOPMENT Phone: (530) 743-8855 EP EtwED FOR CODE COMPLIANCE AUG 11 2016 BUREAU VERBS HORTP AMERICA, IRC. WET SEAL. Tracking / Work Order # 0220316 createa wim Patt-actory trial version www.pattactory.com F��� C ai U 3 i C v vD S:3 m N tuflz Z m G) N gtQ M Ln Z o U� 004W C) 00 LU M { 4011 Sierra College Blvd., Loomis, CA 95650 Phone (916) 652-4655 Fax (916) 652-3860 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-88-55 Fax (530) 743-8856 WWW OHnmFwnnr)_com .Client.- Lewis lient: Lewis Williams Protect: Single Family Residence 1779 South Villa Ave Palermo, Ca BUTTE a 1°russ Designer: -COUNTY Bryan Wagner MAY 10 2016 brvanwPhomewoodtruss.com DEVELOPMENT Phone: (530) 743-8855 EP EtwED FOR CODE COMPLIANCE AUG 11 2016 BUREAU VERBS HORTP AMERICA, IRC. WET SEAL. Tracking / Work Order # 0220316 createa wim Patt-actory trial version www.pattactory.com F��� NOISIAIG ONIGIM8 JUNf10o 311(18 � I I (11) 06 i i i i i U Q O GOG SALES REP: -BW j DUE DATE: .03/09/16 DSGNR/CHKR: AW /'SW WO#: 0220316 SCALE: 1"=9' -O" Date: 5/6/2016 13:ss TC Live 20.0'0 psf TC Dead 14.00 psf BC Live 0.00 psf SC Dead.8.00 psf Total 421_OO psf �#T DurFac-Lbr 1.25 DurFac-plt 1.25 O.C_ Spacing: 2_ Design Spec: CRC -•2013 # C:E 95 / 20 Job Name: SINGLE FAMILY RESIDENCE . Truss ID: A01 Qty: 2 BRG 1 -LOC REACT SIZE BEQ'D 1 0- 1.12 976 3.50" 1.50" TC 204 -.DPL 81 B Star. Weh bracing required at each location showa. iC US DFL 81 ® Be fer to lCSI for lateral This design based on chord bracing applied the !Following schedule: 2 17-10- 4 2280' 3.50" 2.43" t tar. proper regeired WEB 204 DFL S ANDARD restraint. For alternative web bracing, per man O.C. fres to 3 38- 8- 4 1764 3.50" 1,88" Desil= .per ANSI/'RI 1.2007 see rMC6's standard detal ls. TC 24.00" 10- S- 4 28- 4-12 4 46-11-12 357 3.50" 1.50" MAX DEFLECHON Bearings dealRed for an FcPetp value of the Fabrication Tolerance = 20.0% UPLIFT REACLION(S) : Non (span) : L/861 HEIN I5-16 (LIVE) LC 40 lesser of the truss chord lumber value or Rcr (creep facter) - 2.00 - 62S for all bearings. Refer to Joint QC Detail Sheets for Support CRC Wind -Wind 1 -88 Ib L= -0.29" D= -0.27" T=•-0.57" IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 2 .42 Ib I4lot L-tisas o 1 0 l0 47- 1- 8 testinngg ud approwl u required by IBC 1703 Leaded for 10 PSF nen-concumnt BCLL. locations. 3 -113 lb 4 Ib o- 0- x 7- E- 0 11 e- 0- 0 and ANSI/TPI and are reported io R-1118. Hark all interior bearing Drainage be to avoid °g Install interiors rt(s) before erection. -60 HORIRONrAL REACLION(S) 3 0 s- 4 12 7- 3- o shall provided pending. °aBe p p° This tress is designed using the PLATING BASED ON 6 LUMBER VALUB4. rapport 1 -235 lb 4 17-10- 4 l3 1e- 5. 4 s E4. 1.12 14 17-10. 4 ASCE7-10 Wind Specification 20 psf Live Load applied to bottom chord in eapport 4 -235 lb 6 ze- 4-1E 11 E4- 1•tx - Bldg Enclosed = Yes, accordance with IBC/IRC code provisions. 7 33• s- 1 l6 33- s- 7 Tress Location = Not End Zone e 32 e- 4 17 33- s- 4 8 40- 8. 4 18 47- 1- a pp Category = C smut MMER FOBtasr It 00". U4). / TANS• DUB. CSI BEIdg Length = 65.08 tit, Bldg Width = 72.33 ft Hear height = 14.59 ft, 110 2 1-L •era 1.25 / 168 1.80 o.so coo ■ph = Occupancy Category II, Dead Load = 13.2 Q L-3 •613 1.20 / 113 1.50 0.36 3.4 -86 1.eo / 1ez 1.60 o.11 psf Desi as Bain Wind Force Resists System �d Y 4-s ase 1.x5 / 168 l.so 0.43 - tow -rise and Components and Cladding Z• (� s-6 -469 1.15 / 168 1.60 o.E1 6.7 -1089 1.25 / 648 1.60 0.16 Tributary Area = 94 sqft �1 > 7-8 •812 1.15 / 75 1. Go0.23 a-9 -66 1.60 / 462 I.zs 0.45 J A 9.10 -Ia0 I.x1 / ESE I.LS 0.13 Q COIR. aua. / TEX5. DUB. cSI 4)v/ U � N II.1x -40 1.60 / 649 I.zs 0.38 IZ-23 -40 1.60 / Gas 1.x3 0.17 IU 13.14 / 405 I.Es 0.34 14.15-138(I.rA)/ lI5 11.80 O.3a n 13-16 •4)4 1.60 / 1051.64) 0.4)5 ID -17 -392 1.65 / 108 1.eo 0.31 j a - 17-19 .2971.x5 / 90 I.as 9.34 BB colR.(aUB.,/ 1111115. BUR. CSI L•la / 275 I.zs 0.11 10-5-4 17-11-8 5-0-11 13-8-1 L-13 -115 1.x5 / 186 Leo 0.13 I l 1 r1 2 3 4 5 6 7 8 9 10 � Q 313 -101 Iso / 677 las 0.27 3.14 •834 1.25 / 17 I.80 o.a9 4-14 •Ilse 1.25 / 100 1.se o.ae 10.00 10.0 4.0 4-ls -31 1.60 / era l.zs 0.40 5.111 -376 I.23 / el 1.60 0.0 4X10 6.13 .112 1.21 / 49 1.60 0.03 8.16 -130 1.60 / 490 I.xs o.z4 5X8 4X4 1.5X4 7.16 -735 1.23 / 113 I.6o o.xe 8-16 -57 1.60 / 1274 1.25 0.8E T 817 -1226 1.23 / 141 1.60 0.20 9..17 -413 1.23 / 93 1.60 0.01 3X6 5X6 1,5X4 9-1-1 4X4 nV 9-1 -15 SHIP 3X6 3X6 s z 0-4-11 PIR 1.5X4 5X6 4X8 6X8 3X4 0-3-13 B1 3X4 B2 B3 �OFESSJ B4 T. 4A R:978 R:2280 R:1764 R:978 17-10-4 R:228 38-8-4 R:176 R:978 R:357 R:357 J U:-88 U:42 U:-113 U:-60 1 40 1�.040 47-1-8 11 12 13 14 15 16 17 18 I No. C 72160 >k it OVER 4 SUPPORTS CNR- P 4�QF �u¢C All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Detail Report. Circled false frame - - - Strength 18 ga. Plates are to be positioned per Joint plates and plates 5/6/2016 are posdioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodruss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cost: LEWIS WILLIAMS (Ca) **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIH: Drive_it_0220316_L00007_J00001 Trusses require e,mr cote in fab,icating, handling, .lipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buil6ng Component W0: Drive_M_0220316_L000 \\\V Safety Information, by TPI and WTCA) for safety practices prior to performing these function.. Instaffers shall provide temporary bracing per BCSI. Unless Dsgnr: AW #LC = 48 Wr/PLY: 35 /e/'// to noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dpd ceiling. Locations shown B3, B7 810, lace truss TC Live 20.00 psf LiveSnowDar L=1.25 P=1.25= r, �� r� rt f� � l�r��\v`I for permanent lateral restraint n webs int D have bracing installed per BCSI sections or as applicable. ADPN plates to each of and perigee as shown above and on the Joint Details report unless noted athemisa. F TC SnowP 0.00 s)F (f SnowDur L=1.15 P=1.15 III III��� II `II�7 Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Hep itbr End / Comp / Tens AN ITW COMPANYconformance with ANSIrTPI 1, or for handling, shipping, installation 6 bracing of trusses. As eal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Gane SWPtwy. Grand Pmftle, Tx 15050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VSB: T6.51.20 - For more information see this job's general notes page and these web sites: AI PILAF -www alnineitw cum TPI -www tnin.tn WrCA-www.hnindacfrvare- IGC• www iersafe era Bid Code: CHC -2013 g BEIM RATIO: L/240 TC: L/2 f. 1-L -754 1.25 / a 1.eo o.s7 10-5-4 I 17-11-8 1 5-0-11 1 13-8-1 2-3 -537 1.2 5 / as Lilo D.5L ' 3-+ -310 1.zs / 49 1.60 0.92 1 2 3 4 5 6 7 8 9 10 11 4-3 -334 1.25 / 44 1.00 0.79 s-6 -134 1:11 / 44 1.60 0.72 10.00 10.00 4.0 6.7 -til 1.60 / IOL 1.00 0.80 74 -E56 1.25 / 196 1.21 0.45 8-9 •451 1.25 / 2 1.60 0.21 8-10 -so 1.25 / 61Las 0.37 7X8 10-11 -328 1.25 / ss 1.60 0.44 - - k 0010. oUB. / TENS. DUB. GSI 12.19 •BSI l.zs / ass 1.80 0.28 3X6 13.14 / .OL 1+•15 / 0. l6 17 ; 0:00119-,-1 17-I8 / 0.1z 18.18 (( / 388 1.25jj O.EI Be-all to(1.60 1 270 1.251 o:e7 2.5X4 88 0010. (010. / TERS.(DUe.) CSI = z•I3-293(1.Ls3/ 0.18 0-4-11 2.1+ -318((((\.25 / 158(1.80) 0.27 ,-5X4 3.14 -800 I.L5 / O.Zt 3 -IS -le " / 57(1.25) 0.03 3X4 4 -IS -1458 Lzs / S: 5, 5-16 / 315(1.28) 0:Is 6-17-Bz4(Lzs)/ 0.32 8.18 -496 1.28 / 0.29 7-19 •868 1.25 / 0.34 _ Ai1111.111''I ll� .- ::.-.-.-.-.--,-: ----------- 1 e-18 -48E l.zs / 94Sl.so? o.ss 1 HO 1�0 8-19 -ls6 l.zs / sa(LE o.08 47_1.8 B -t8 / 448 l.as 0.18 r 9-x90-ssz((1.Ls) / FILE 0.09 X12 13 14 - 151617 18 19 20 21 to -20 .418(1.2s)/ 80 1.80 0.07 _ Truss designed to support 1-0-0 top chord outleakers and cladding load not to exceed 10 PSP one face, and 24" span opposite face. Top chord must not be cat or notched. TYPICAL PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga., "S' for Super OVER SUPPORT''AS SHOWN Strength 18 ga. Plates are to be posdioned per Joint Detail Report: CirGed plates and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewoodrasa **WARNING on READ AND FOLLOW ALL NOTES ON THIS DRAWINGI /^\\ (TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V VTrusses quire mnreme care in fabricating, handl installing and bracing. Refer to and follow the latest edition of BCS\ (Bulling Component Safely Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless >ti noted otherwise, top chard shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral vetand of we ba into have bracing installed per BCSI aec0orre B3, B7 or 810, as applicable. AOf1Y Wa[ea to each lace of truss and III IIS �Ul��\V`� Ill position as shown above and on Na Joint Details report, unless noted othervrise. Alpine. a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSIrrPi f, or to, handing, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 7810 N. Groat SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and useofthis drawing for any structure Is the responsibility of the Building - - Designer per ANSI/TPIT Seat TRUSPLUS 6.0 VEE: T6.5.20 For more Information see this job's general notes page and these websites: - ALPINE: www .aloineitw.earn TPI: wew.toinstora: WrCA: www.abeindustry ora: ICC: whww.itorafe on, 16 Cast: LEWIS WILLI4MS DIB: Drive_M_0220316_L00007-300001 W0: Drive -M_0220318 -L000 Dsgnr: AW #LC = 48 WT/PLY: 66 TC Live 20.00 psf LiveDmr L=1.25 P=1.25 TC Snow(Pf) 0.00 psf Snowor L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr End / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing' 2- D- 0 Bldg Code- CRC4013 DEFL RATIO: L/240 TC: L/2 Job Name: SINGLE FAMILY RESIDENCE Truss ID: A01 F Qty: 1 NBC I -LOC 1 2- 0 RUCT SIZE 851 REQ'D TC 2x4 DFL #1 6 itr. Wek bractog required at each location shown. ® This design based on chord bracing applied O- 2 1- 9-1Z 4.05" 283 3.50" 1.50" 1.50" 2x8 DFL 02 3-7 IEC2x4 DFL #1 8 Btr. Refer to {CSI for proper required Lateral restraint. For alternative web bracing, per the 1Following schedule: man O.C. from to 3 3- 7- 8 S3 3.50" 1.50" WEi Zx4 DFL STANDARD see ITWBCG's standard details. TC 24.00" 10- S- 4 28- 4-12 4 5- 5- 4 107 3.50" 1.50" GBL BLI Zx4 DFL STANDARD Designed per ANSI/7PI 1-2007 UPLIFT REACTION(S) : 5 7- 3- 0 6 8-10- 2 366 3.50" 55 3.50" 1.50" 1.50" Bearings designed for am FcPerrpp value of the Fabrication Tolerance = 20.0% Support CBC Wind Non -Wind 7 l0- 5- 4 8 4- 2 980 3. S0" 3. SO" 1.50" lesser of the truss chord I=r value or 625 fir all keari a. Ker (creepfactor) = 2.00 Refer to Joint QC Detail Sheets for l 2 -Z9 -58 Ib Ih Z 12- 111 I.SO" IRC/IRC truss plategvalues are based on Cq factors and Rotational Tolerances. 3 -9 Ib -1 Ib 8 14- 3- 0 10 18- 1-14 96 3.50" 66 3.50" 1.50" 1.So" testi sad approval u required pb�y IBC 1709 in Loaded for 10 PSF moa -concurrent SCLL. Mark bearinngg Iocations. 9 -1 Ib Ib 11 18- 0-12 1482 3.50" 1.50" and AN I/TPI and are reported &SR -1118. Drainage shall be to avoid nage ng' all Interior Install interiors supper before erection. uppe ) 5 8 -I5 -1 16 Z W 12 19- 8.12 13 Z1- 0-12 -28 3.50" 871 3.50" 1.50" 1.50" provided pending. p M Building designer shall verifj gable loads permanent bracing is required to 7 -42 Ib ; 14 22-10. 3 103 3.50" 1.50" and gave loads, if applicable. I+1 braciag required 0 42" intervals, ppreveot rotation/toppling. See BCSI and ANSI/TPI 1. 8 9 -1 -1 Ib lb 15 24- 7-10 16 26- S- 0 100 3. S0" 7 3.50" I.SO" 1.50" gable If exposed to wind load applied to face. PLATING BASED ON GREEN LUMBER VALUES. 10 -1 Ib O 17 Z8- Z. 7 1847 3. So" 1.50" See 17WBC6'a Gable Bracing Details. EORMNIAL REACTION(S) 11 -67 Ib U rR 18 38- 8- 4 1125 3.50" 1.50" This truss is designed using the support 1 1359 Ib 12 -119 16 -Z90 Ib 19 46-I1-12 MAI DEFLECTION L/999 MEM 1-2 485 3.50" (span) : (LIVE) It 40 1.50" ASCE7-10 Rind Specification Bldg Enclosed = Yes, Tress Location - Not End Zone support 2 -BSI !k support 7 -143 Ik support 17 -344 Ib 13 14 15 -43 -1 -1 16 Ib lb W Z ` 1 L= D= T= Category = C 20 psf Live Lead applied to bottom chord in 16 -1 Ib -3 lb -0.15" )•Int lontlaaa -0.21" -0.35" _� iI Length = 85.08 ft, {!dg Width = 12.33 ft accordance with IBC/IRC code provisions. 17 -79 lb D �_ I o- o- o tz x 7- x- 0 13 3 l0. 5. 4 1+ o- o• o 7. 3. 0 10- s- + Mean ra height = 14.54 ft, ■ph = 110 Occupancy Category Il, Dead Lead = 13.2 psf Dealgned u Moria ®lad Forge Resisting System IB 19 -44 -74 Ib Ib wo m 5 4 ISo-1L tS s Is- s-lE 16 w- 0-1L IB- a -lx -Low-rise sad Components and Cladding 8 Ll• 0.1L t7 L1- 0 -IL Tribal Area = 200 ft try sqft 28. 4.1L 18 L8- 4-I2 8 33- s- T 19 9 38. 8- + LO 33- S- 7 38- 8- + 10 4 .a• 4 at 47- 1- 8 1W7• t- 8 L 1®088 FORCES: TC COLO t18 / TIES BUR CSI 1-L -754 1.25 / a 1.eo o.s7 10-5-4 I 17-11-8 1 5-0-11 1 13-8-1 2-3 -537 1.2 5 / as Lilo D.5L ' 3-+ -310 1.zs / 49 1.60 0.92 1 2 3 4 5 6 7 8 9 10 11 4-3 -334 1.25 / 44 1.00 0.79 s-6 -134 1:11 / 44 1.60 0.72 10.00 10.00 4.0 6.7 -til 1.60 / IOL 1.00 0.80 74 -E56 1.25 / 196 1.21 0.45 8-9 •451 1.25 / 2 1.60 0.21 8-10 -so 1.25 / 61Las 0.37 7X8 10-11 -328 1.25 / ss 1.60 0.44 - - k 0010. oUB. / TENS. DUB. GSI 12.19 •BSI l.zs / ass 1.80 0.28 3X6 13.14 / .OL 1+•15 / 0. l6 17 ; 0:00119-,-1 17-I8 / 0.1z 18.18 (( / 388 1.25jj O.EI Be-all to(1.60 1 270 1.251 o:e7 2.5X4 88 0010. (010. / TERS.(DUe.) CSI = z•I3-293(1.Ls3/ 0.18 0-4-11 2.1+ -318((((\.25 / 158(1.80) 0.27 ,-5X4 3.14 -800 I.L5 / O.Zt 3 -IS -le " / 57(1.25) 0.03 3X4 4 -IS -1458 Lzs / S: 5, 5-16 / 315(1.28) 0:Is 6-17-Bz4(Lzs)/ 0.32 8.18 -496 1.28 / 0.29 7-19 •868 1.25 / 0.34 _ Ai1111.111''I ll� .- ::.-.-.-.-.--,-: ----------- 1 e-18 -48E l.zs / 94Sl.so? o.ss 1 HO 1�0 8-19 -ls6 l.zs / sa(LE o.08 47_1.8 B -t8 / 448 l.as 0.18 r 9-x90-ssz((1.Ls) / FILE 0.09 X12 13 14 - 151617 18 19 20 21 to -20 .418(1.2s)/ 80 1.80 0.07 _ Truss designed to support 1-0-0 top chord outleakers and cladding load not to exceed 10 PSP one face, and 24" span opposite face. Top chord must not be cat or notched. TYPICAL PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga., "S' for Super OVER SUPPORT''AS SHOWN Strength 18 ga. Plates are to be posdioned per Joint Detail Report: CirGed plates and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewoodrasa **WARNING on READ AND FOLLOW ALL NOTES ON THIS DRAWINGI /^\\ (TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V VTrusses quire mnreme care in fabricating, handl installing and bracing. Refer to and follow the latest edition of BCS\ (Bulling Component Safely Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless >ti noted otherwise, top chard shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral vetand of we ba into have bracing installed per BCSI aec0orre B3, B7 or 810, as applicable. AOf1Y Wa[ea to each lace of truss and III IIS �Ul��\V`� Ill position as shown above and on Na Joint Details report, unless noted othervrise. Alpine. a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSIrrPi f, or to, handing, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 7810 N. Groat SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and useofthis drawing for any structure Is the responsibility of the Building - - Designer per ANSI/TPIT Seat TRUSPLUS 6.0 VEE: T6.5.20 For more Information see this job's general notes page and these websites: - ALPINE: www .aloineitw.earn TPI: wew.toinstora: WrCA: www.abeindustry ora: ICC: whww.itorafe on, 16 Cast: LEWIS WILLI4MS DIB: Drive_M_0220316_L00007-300001 W0: Drive -M_0220318 -L000 Dsgnr: AW #LC = 48 WT/PLY: 66 TC Live 20.00 psf LiveDmr L=1.25 P=1.25 TC Snow(Pf) 0.00 psf Snowor L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr End / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing' 2- D- 0 Bldg Code- CRC4013 DEFL RATIO: L/240 TC: L/2 Job Name: SINGLE FAMILY RESIDENCE Truss ID: A01S Qty: 1 BRO I -LOC REACT SIZE REQ'D TC 2x4 DPL 41 A Btr. Web 6raciug required at each locatios shown. This design based an chord Bracing applied 1 0- 1-12 922 3.S0" 1.50" BC 2x4 DPL 81 4 Btr. ® Re fcr to {CSI for proper required lateral per the following schedule: - 2 /7-10- 4 953 3.50" 1.so- WEB 2x4 DPL STANDARD restraint. For alternative web bracing, max o.c. from to MAX DEFLECTION (a an) : L/999 KEN 8-9 (LIVE) LC 40 Designed per ANSI/TPI 1-2007 Bearings designed for an FePerp valine of the see ITWBCO's standard details. Fabrication Tolerance = 20.0% TC 24.00" 10- S- 4 ..REACTIONS) . IB- 0- 0 L= -0.15" D= •0.14" T= -0.29" lesser of the tress chordlumbervalue or Rcr (creep factor) = 2.00 Support C!C Wind Non -Wind _= JasIxatifas =� 825 for all hearings. Refer to joint QC Detail Sheets for 1 -9 lb 1 o• o• o o D• o- o IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 2 -131 lb x 2- 9- 0 7 2- a- o a Ito• s- 4 s lo- s- 4 testin and approval as required by IBC 1703 Loaded for 10 PSF non-rnncwrreut BOLL. BOR780NCAL REACHON(S) 4 u- z-10 9 IB• o• og and ANSI/TAI and are reported to ESR -1118. Drainage shall he provided to avoid ndi support 1 287 lb 16 5 IS.o- o CIMCAL�limFBiRM. End verticals are designed for axial loads only, unless noted otherwise. PLATIN BASED ON 6 GREEN LUMBER VALUES This Hass is deal using the support 2 287 support It Dla 61 20 psf Live Land applied to bottom chord In ASCE?-10 Wind Specification / u 1.60 o.as l -x flea 1.zsI'l z -a -los 1.zssa 0.as accordance with IBC/IRC code provisions. Bldg Enclosed = Yes, a-4-455 1.zs 1.90N russ Location = Not End Zone z 4-s o 1.60/ o l.zs o.1a Bxp Category = C ce caiW. Duo• / '80111 GS1 Bldg Leh = 95.08 ft, Bldg Width-= 72.33 ft Beau height 14.54 ft, 110 6.7 -162 1.90 / 0.26 r -e •191 1.60 / 951.25 0.4t = mph ant Occupancy Cateeggory II, Dead Load = 13.2 psf LU z 8-9 a1 1.so / z9l.xs 0.41 III min.(Dua.)/ 7eK4. Dna. ISI Designed na No Wind Force Resisting System Low-rise and Components and Cladding 1.7 / las 1.x1 o. as 7rihatary Area = 39 sgft O 2-a 434 a•8 •14(1.903/ 1.zs / 140 1.90 0.40 2431, ea 1.25 O.is v 4.9 -72 69 eel 1.60 / 4al 1.z6 0.18 1.zs / p0 1.60 O.az 5-9 -105 1.25 / a2 1.60 0.04 fait 11 10-5-47-5-J� 74 2 2 3 51 1 0 m B1 W:308 R:922 U:-9 8- -0 6 - 8 9 9-1-1 9-10-15 SHIP 132 W:308 R:953 U:-131 T. t ' No. C 72160 . .. ....� u}�Clvl%�i�P'4goAll connector plates are ALPINE Wave 20 ga., unless preceded by'H" for High Strength 20 ga., "S' for SupercAc---_-- Strength 19 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - - - �IVI�O 1 V T are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. - - ZBrS - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cast: LEWIS WILLIAMS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0220318_1,00007J/00001 ^ require 1,11-a care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Drive_M_0220318_L000 styInformation. by TPI and W11for safety practices prior to performing these functionInstallers shall Installeshall provide temporary bracing per BCSI. Unless Dsgnr: AW #LC = 42 WIr/PLY: 159 v VTrusses yin noted otherwise, top chord shall have properly attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Location shown Lateral have bracing installed BCSI B3, B7 B10, Appy lata truss TC Live 20.00 psf LiveSnowDnr L=1.25 P=1.25 ��r��\V\I111 IIL`r�� /�,/ ��� r� rT r for permanent restraint n webs snail n per section or as applicable. plates to each of and position as shown above and on the Joint Details reDon, unless noted otherwise. TC $nOW P 0.00 psf (f SnowDar L=1.15 P=1.15 JI Alpine. a division of ITW Building Components Group Inc.. shall hot be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr End / Comp / Tens AN ITW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation a bracing of trusses. A seal on this drawing or cover page listing this drewing, Indicates acceptance of professional engineering responsibility �BC Live .0.00 psf 1.. 10 / 1.10 / .1.10 - 2620 N. Groarsw Pkwy. Grand Prairie, TX 76050 solely for the design shown. The suitability and use of this drewing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spacing 2- 0- - 0- Designerper ANSI/rPI1 Sec.2 -- - - - TAUSPLUS 8.0 VER: T6. S . 20 For mora information see this job's general notes page and these web saes:; - ALPINE: www.eloiaeitw.com: TPI: www.toinsLor": WICA www.abcindusM.ara:IC.: www.icwafe.ora - - _ Bldg Code: _CBC -2D13 .- DEFL RATIO: .L/240 TC: ' L/2401 Job Name: SINGLE FAMILY RESIDENCE Truss ID: A01SA Qty: 1 I BB6 I -LOC REACT SIZE RBQ'D 1 21- 7.12 892 3.50" 3.50" 2 38- 8- 4 1S00 S.SO" 1.90" 3 46-11-12 411 3.50" 1.50" MAX DEFLECTION (s an) : L/868 MBB I1-12 (LIVE) It 42 L= -0.11" D= -0.I8" T= .0.29" EX WB DEF CRITBtIA:L/120 IN AM 0- 0; T= 0.28" �_ ]plot Ineatlm 4- o z Z. 4. 4 8 a- o- a S8. 7. 4 9 6. 7- 4 4 , 7 -Is In u-' s 16.10.12 a 16-10-I2 6 19.10.12 lz 2S- 4- 0 CRMCAL mus FORCES, TC COR". Ia. / 7®iS. 0-l. CSI 1-2 -ILS I.80 / IBS 1.80 0.15 L -S -400 1.25 / 17L 1.80 0.11 3.4 •031 1.25 / 168 1.60 O.IB 4-5 -841 t.LS / 85 I.BO 0.290 5-6 -z76 Lso / 33B Lso o.4I ea not 1.60 / La 1.60 0.41 RC COIR. 0-l. / TINS. DUR. CSI 8.9 -BL 1.60 / 187 I.LS 0.71 9-10 -181 1.80 / SB8 1.L5 O. EB 10 it -200 I.LS / 79 1.80 0.28 11.12 •TSB 1.60 / I59 1. 0.37 11 Comr DOR. / TERS. U1. CSI n I -877 1.LS / 249 1.80 0.87 1-8 -1591.60 / 9941.'25 0.87 L-9 •778 I.LS / 187 1.60 a.LB L -B -113 1.60 / 485 Go O.E9 s -B -129 1.60 / 154 1.80 o.a5 4-9 -LSI 1.25 / 120 1.60 0.21 4-10 -334 1.25 / 74 1.60 0.12 s -IO -59 1.605 / 976 I.its o.se S-11 -804 1.25 / Il3 1.80 O.IS 6-u •410 1.21 / 99 1.60 0.07 TC 294 DPL S14 Str. BC 294 DPI. S1 6 Str. WBS 2m4 DPL STANDARD EN DPI, S2 8.1 BEG BLB 2m4 DFL STANDARD Bearings designed for an NcPerp value of the leaser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval an required by IBC 1703 and ANSI/TFI and are reported in 1-1118. + + + + + + + + + + + + + + + + + + + + + + Unrestrained hertz. LL deflection = 0.27 ,t + + + + + + + + + + + + + + + + + + + + + + 20 psf Live Loadlied to bottom chord in accordance with IBC/IRC code provisions. ®Web bracing r;"I:ed at each location shown Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBC6's standard details. Designed per ANSI/TTI 1-2007 Fabrication Tolerance = 20.0% Rer (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors ad Rotational Tolerances. Loaded for 10 FSF non -concurrent ROLL. Marls all interior bearing locations. Install Interior support(s) before erection Drainage shall he provided to avoid ponding PIATIN6 iASBD ON GREEN LUMBER VALUES. End verticals are designed for "sal leads only, unless noted Ch at. � 40-1 63 5-0-11 13-80 1000 -4.0-61 This designbased on chord bracing applied per the fllowing schedule: mag D.C. from to TC 24.00" 10- S- 4 28- 4-12 UPLIPI REACTION(S) t Support CRC Wind Non-Wlnd 1 -163 Ib 2 -92 lb 3 -72 16 HORIZONTAL REACTION(S) support 1 -440 lb aapport 3 -440 lb ibis truss Is designed using the ASCET-10 Wind Specification Sldg Enclosed = Yes, Truss Location = Not Bud Tone Ezp Category = C BI Length = 65.08 ft, ■ldg Width = 72.33 ft Mean roof height = 14.54 N ■ b = 110 Occupancy Catego II, Dead Loa = 13.2 psf Deslgoed u Maio ®Ind Farce Resisting System Low-rise and Compwnents and Cladding Tributary Area = SI sgft Vertical members exposed to wind: 0- 0 O J> Uj U0O pzcc a CL ZI, iL mm Q All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 19 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 Homewoodross **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cast: LEWIS WILLI4)lS - (TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive_ M_ 0220316_L00007_j00001 Trusses require evlreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Buildng Component W0: Drive_M_0220316_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. unless Dsgnr: AW #LC = 50 WF/PLY: 2184 v V iN noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown BCSI 83. B7 etg, A to face truss Apply TC Live 20.00 P LiveSnowDar L=1.25 P=1.25 ��� ^ l7 I for permanent lateral vetand of webs shell have bracing installed n par sections or as applicable. plates each of and position as shown above and on Na Joint Details report unless noted otherwise. psf TC SnOW P 0.00 Hf (f SnOWDar L=1.1$ P=1.1$ IIJ�\vl Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr End / Coup / Tens AN ITW COMPANY conformance will ANSIrrPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Groat SWPkwy. Grand Pierrle, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Deid 8.00 psf 0. C. Spacing 2- 0- 0 Designer per ANSI/rP11 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For more information see this jobs general notes page and these web sites: ALPINE:, w,: bine; h„eem,TPI:wwaminetnm 1111-ithetnd"am."rn:lcC:-J'ceatggfo Bldg Code: CBC -2013 DBFL RATIO: L/240 TC: L/24 Job Name: SINGLE FAMILY RESIDENCE Truss ID: A02 Qty: 4 1 RRG X -LOC REACT SIZE REQ'D 1 0- 1-121933 3.SO" 2.08" 2 17-10- 4 1013 3.50" 1. S0" 3 38- 8- 4 31183.50" 3.33" 4 46-11-12 233 3. S0" 1.50" MAX DEFLECTION (e an) • L/999 MEN 5-6 (LIVE)LC 42 x7 t so o.7-9-1x70I.Its L= -0.18" D= -0.24" T= -0.42" =n Jelat 1-tiess m 1.4 1.80 D. Z6 1458 I.LS 0.81 1 0. 0. 0 IZ 7- S- 0 / Z1- 3- 0 13 ls- s- 4 s l0- s- 4 14 v-10- 4 Be 4 111:15.:4 is ze- o- 0 TENS. (DOT.) CST 1 24. 1 -IL Ie zz. 0. 0 / 4 u- 4-u 17 x4- 1-13 7 33- S.7 18 28- 4.t2 Iz•ls 1sa4 0 30- e- 4 1a 33- s- 1 1 1113 0.43 lsls Lzs o.74 is 4e- a- 4 28 u- a- 4 l0 47- 1- 8 21 47- 1- a / TC 1-2 COM.11111111. / TIX4.(DU1.) 6I .24311.23 / 0.69 z -1133.60o.33-4 max 0.C. from to 6X6 •lollLzs / 4 o.614 -s •181.41.5 / it 3 Lso 0.61LI.60O.s-1 •1003I.z5 / x7 t so o.7-9-1x70I.Its 0.9 / / 1.4 1.80 D. Z6 1458 I.LS 0.81 e -l0 / uta l.xs o.sa Be aM.(btn.)/ TENS. (DOT.) CST 11.1E / 11s0 HIS 0.48 Iz•ls 1sa4 / / 1 1113 0.43 lsls Lzs o.74 14.15 / 1838 1.25 0.78 t5 -IB 15-18 / -608(0.80)/ 0.41. IB39 1. 0. 0.25 16-17 17-1a / / 14ss I.2s g.44 I.. Lzs o.35 18-19 '19•Lo / Use 1.25 0.33 0.48 •11941.zs / 0.33 'LO -21 14-15 •1077 LLS / -BI 1.a5 / 0.45 88(1.60) 0.28 IB -17 -220 1.25 / 0.22 R COM.(bUa.)/ TILS. (D9t.) CSI z•t2 / 255 1.23 0.10 z•u 4ea xs / 197 1.60 0.42 s -I9 s -w -1211/ sel/ 830 I.2s 0.28 777 1.2s o.0 4.14 -6371/ 36 1.60 0.05 3.17 -54611111.1.131/ 0.38 s-17 e -1a / -148(1.60)/ 893 Lzs o.36 las l.xs 0.06 7-18, 176 0.80 0.10 7.19 8 -IB 1331(1.23)/ / o.48 28Nt4(/.2s) 0. so e -all -2488 I.2s / 0.41 9-20 -426 1.28 / 82(1.60) 0.07 TI CaM.(DUR.)/ Tt019.(DOa.) CSi TC 2x4 DFL 41 1 Btr. K 2x4 DFL 81 b )tr. 111.1. CHU 2x4 DFL STANDARD WEB 2x4 DFL STANDARD 2x4 DFL 91 Q Btr. 18-8 PLT BLE 2.8 DFL 42 MBLI 2x6 DFL 42 Icr (creep fbctor) = 2.00 Refer to Joint QC Detail Sheets for fq factors and Rotational Tolerances. IRC/IBC truss plate values aro based oa testivvBg and approval u required by IBC 1703 and ANSI/7!I and are reported in ESI -1118. DraMr shall be provided to avoid pending. IfATIN6 BASED ON GREEN LUMBER VALUES. 20 psf Live load applied to bottom chord In accordance with IBC/1RC code provisions. ®We► hracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, nee rmcG's standard details. Designed per ANSI/TFI 1.2007 F.Irication Tolerance = 20.0% Bearings designed for an Fclerp value of the lesser of the truss chord lumber value or 625 for all bearings. Attic room load = 45 psf,las any added leads indicated. Risen LL fl. Is L/380. Loaded for 10 FSF nan-nmcorreat BCLL. Mark all interior bearing locations. Install interior support(s) before erection. Attic collar tie requires lateral restraint shown plan bracing at the panel points of the collar tie (unless noted otherwise), or rigid sheathing is required. 10-5-4 t 17-11-8 1 5-0-11 i 13-8-1 1 2 3 4 5 6 7 8 9 10 This design based on chord bracing applied 18-0-0 per the following schedule: max 0.C. from to 6X6 TC 24.00" 10- 5- 4 29- 4.12 5X6 UPLIFT REACTIONS) : BUTTE COUNTY Support CAC Wind Non -Wind 4 .188 lb .161 lb HORIZONTAL REACTION(S) support 1 .235 Ib BUILDING DIVISION support 4 -235 Ib All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for Hiyh Strength 20 ga., "S" for Super OVER 4 SUPPORTS Tbis truss is demeqned using the ASCE7-10 Wind Specification 1.5X3 Bldg Enclosed = Yes, 6X6 1.5X4 Irnas location = Not End Zone I Category = C e,, tE dg Length = 65.98 ft, Bldg Width = 72.33 ft Mean height 14.54 ft, = 110 Crust: LEWIS WILLIA14S roof = mph Occupancy Category II, Dead load = 13.2 psf **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Designed as Masa ®Ind Force Resisting System - Lor -rise and Components and Cladding 9-10-15SHIP Tributary Arca = 94 aq APPROVE® ----------CASE it DESIGN LOADS ________________ Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Insurgent shall provide temporary bracing per BCSI. Unless Dir L.Plf L. Loc R.PIf R. Loc LL/TL TC Vert 94.00 - 1- 0. 0 94.00 0- 0- 0 0.48 TC Vert 68.00 0. 0. 0 68.00 17-10- 4 0.59 TC Vert 88.00 17-10- 4 99.00 24- 1-12 0.45 TC Vert 69.00 24- 1-12 68.00 47. 1. 9 0.s9 TC Vert 64.00 47- 1- B 84.00 46. I- 8 0.48 RC Vert 18.00 0- 0- 0 16.00 17-10- 4 0.00 BC Vert 106.00 17-10- 4 106.00 24. 1-12 0.75 IC Vert 16.00 24- I-12 16.00 47- 1- 8 0.00 lbs X.Loc LL/7L Fastener TC VTect 0.0 0. I-12 1.00 B2 4X8 TC Vert 0.0 46-11-12 1.00 B4 RC Vert 71.2 17-10- 4 0.00 W:308 R:1933 BC Vert 71.2 24- 1-12 0.00 38-8-4 W:308 R:3118 10.00 18-0-0 -10.00 7.0 1 10 lip 0 6X6 1.5X4 1.5X3 1.5X4 5X6 T BUTTE COUNTY 1 3X6 * TYPICAL PLATE :3X4 BUILDING DIVISION All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for Hiyh Strength 20 ga., "S" for Super OVER 4 SUPPORTS 1.5X3 Strength 10 ga. Plates are to be positioned per Joint Detail Report. Circled pates and false frame plates 6X6 1.5X4 I e,, **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Crust: LEWIS WILLIA14S 600 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 6X6 9-10-15SHIP repuiro estrame care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of 8CSl (Building Component APPROVE® 1 ,0X14 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Insurgent shall provide temporary bracing per BCSI. Unless Dsgnr: AW #LC = 90 WI/PLY: 382 v VTrusses iM noted otherwise, top chord shall have property attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Locations shown for lateral have bracing installed BCSI B3, B7 B10, Appy to face truss TC Live 20.00 psf LiveDar L=1.25 P=1.25 ��� r� (1 d lU�\vl I 3X6 TC Snow(Pf) 0.00 psf SnowDeir L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.06 psf P 3X6 1 AN ITW COMPANY 0-4-11 1.5X4 3X4 7X12 3X4 3X4 5X6 5X8 0-3-13 s�F$gl B1 B2 4X8 3X4 B3 B4 PI" _ W:308 R:1933 17-10 4 W:308 R:1013 38-8-4 W:308 R:3118 W:308]j.T• R:233 Tidy U: 71# U: 71#1 U: U:-188 18-0-0 17� 70 1 10 lip 0 No. C T2160 a7-1-8 11 12 13 14 15 16 17 18 19 20 21 r * TYPICAL PLATE :3X4 CMI. P 4�OFCWfde All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for Hiyh Strength 20 ga., "S" for Super OVER 4 SUPPORTS Strength 10 ga. Plates are to be positioned per Joint Detail Report. Circled pates and false frame plates 5/6/2016 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodruss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Crust: LEWIS WILLIA14S (TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0220316_L00007_J00001 repuiro estrame care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of 8CSl (Building Component W0: Drive_M_0220316_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Insurgent shall provide temporary bracing per BCSI. Unless Dsgnr: AW #LC = 90 WI/PLY: 382 v VTrusses iM noted otherwise, top chord shall have property attached structural sheathing and bottom chard shall have a property attached rigid ceiling. Locations shown for lateral have bracing installed BCSI B3, B7 B10, Appy to face truss TC Live 20.00 psf LiveDar L=1.25 P=1.25 ��� r� (1 d lU�\vl I permanent restraint of webs shall per sections or as applicable. plates each of and position as shown above and on the Joint Details report, unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDeir L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.06 psf P Re Mbr End / Com / Tens P P AN ITW COMPANY conformance with ANSIrrPI 1, or tot handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Graaf SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsib/illy, of the Building BC Dead 8.00 psf 0. C. Spacing 2- 0- 0 Designer per ANSI?P/ 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For more Information see this job's general notes page and these web sites: ALPINE: twvw.alsinWW_Q= TPI: www t"inst ore WTCA: wwwsbcindestrv_om: ICC: www.kcsafe.ere Bldg Code: CRC -2013 DM RATIO: L/240 TC: L/24 Job Name: SINGLE FAMILY RESIDENCE Truss ID: A02A Qty: 1 {RG 1 -LOC REACT SM REQ'D 1 0. 1.12 2129 3.50" 2.27" 2 17-10 - 4 1119 3.50" 1.50" 3 38- 8. 4 3520 3.50" 3.50" 4 49-11-12 IES3.50" 1.501' BRG REINFORCEIR: {RG TYPE FACES NAILS LENGTH 3 ERR 1 13 18" RAR DEFLECTION (span) : L/999 HER 14-1S (LIVE) LC 42 L= .0.20" D= -0.29" T= -0.49" _= jlint l.ac4tlua 10. 0- 0 11 M 0. 0 27. 3. 0 12 7- 3- 0 S 10- 5- 4 13 10• S• 4 4 37.10. 4 /4 17- 8- 8 5 24. 1.12 15 24- 1-11 6 28. 4.12 1 6 r. 4-12 7 33- 5. 1 17 33- S• 7 8 38. 8. 4 /8 38- 8. 4 9 40. a• 4 19 47- 1- a 10 47. 1. 8 CRITICAL �E1 FORCES, >r COIR. egg. / TENS. Is CSI l-2 -L7L7 1.25 / 0.79 2.3 -'375 1.21 / 0.41 3-4 -aL64 1.21 / 0.67 4.5 •2263 1115/ 0.90 5-8 .2281 1.23 / 0.38 6-1 -2375 I.Ls / 0.25 7-8 -1447 1.211 / 0.32 8-9 / .494 1.zs) 0.721 eau / u941.LS 0.69 {C COIR.(Dul.)/ TENS.',Nhi CSI 11-121 / tB18 1.25 0.11 t2-13 / 1975 1.25 0.48 13.14 / 174S 1.25 0.70 14-15 / LL83 I.zS O.tS 15.16 / 1718 7.25 0.20 w -n / 147E 1.25 0.41 17-78 -154: (l .zs)/ 0.39 18.16 13 '815B 0.52 87 C0EP.(DU1.)/ TENS. DUE. CSI 2.12 / ase 1.25 0.10 2-13 -507(1.L5)/ I65 1.60 0.43 3-13 -109(1.60)/ 660 1.25 0.27 3-14 / 1101 1.25 0.45 4-14 •777(1.25)/ IE 1.60 0.27 5 -IS -247 1.25 / H 1.80 0.08 6.15 / 988 1.00 0.50 6-I8 -153(1.00)/ 97 1.25 9.08 7-16 / 3L0 1.00 0.16 7-17 -1588(1.25)/ 0.57 8-37 / 1315(1.25) 0.42 e -I8 -2882 1.25 / 0.48 9-18 -428 1.zs / 90(1.60) 0.07 Ts CO11l.(oul.)/ Tw.(DUI.) CSI TC 2x4 DFL 81 D Btr. Zz8 DFL 82 3-8 K 2x4 BFL #1 a Btr. 2z8 DFL SS 14-16 FILL CDD 2.4 DFL STANDARD WEB Zz4 DFL STANDARD 2x4 DFL 41 a Btr. 17-8 SCAB 2z4 DFL #1 f {tr. PLT BLR 2218 DFL 82 Refer to joint QC Detail Sheets for Cq factors and Reitatianal Tolerances. IRC/IBC truss plate values are, based on testing and approval as required by INC 1703 and AN and are reported In R-1118. Drainage shall be provided to avoid ponding. PLATIN BASED ON GREEN LUMBER VALUES. Br . {lock Reinforcing member: Attached to required face(:) of the truss at the noted support(s). Attach each block with 10d canon mils as Indicated evenly spaced and staggered tbroughomt, per NDS. B ock(s) shall not carry any tie-in loads. ®Web bradag required at each location shown. Refer to {GSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's stawdard details. Designed per ANSI/TPI 1.2007 Fabrication Tolerance = 20.01 Bearings designed for an FcPerpp value of the lesser of the truss chord lumber value or 625 for all bearings. Ycr (creep factor) = 2.00 Attic room load = 45 psf, plan any added loads indicated. Room LL Defl. is L/300. Loaded for 10 PSF mn-concurrent {CLL. Hark all Interior bearinngg location. Install Interior supports) before erection. Attic collar tie requires lateral restraint shown plan bracing at the panel points of the collar tie (mless noted otherwise), or rigid sheathing Is required. 20 psf Live Load applied to batten chord in accordance with IRC/IRC code provision. 10-5-4 L 17-11-8 , 5-0-11 h 13-8-1 1 2 3 4 5 6 7 8 9 10 ' 6-3-8 10.00 -10.00 -4.0 7X8 1.5X4 1.5X3 1,5X4 7X8 3X6 1.5X3 6X6 1 9-1-1 7X8 9_, _,5 11.5X4 SHIP 1 OX14 6-3-8 3X6 3X6 x x 0-4-11 1.5X4 3X4 8X10 7X8 6X8 0-3-13 B1 8X10 3X4 83 B4 W:308 17-10_4 38-8 4 W:308 W:308 R:2129 I L R:3520 R:185 U:-83 710 613# + y1# U:-141 U:-261 This desir balled on chore bracing applied 24-3-8 per the followl� BChcdale. 1 -HO 1A-0 maz O.C. froze to 47-1-8 TC 24.00" 10. 5- 4 28- 4.12 11 12 13 14 15 16 17 18 19 ' UPLIFT REACTION(S) : 82 Support CaC Wind Non -Wind W:308 t -63 Ib R:1119 2 .42 lb TYPICAL PLATE: 3X4 U:.42 OVER 4 SUPPORTS 3 -141 Ib All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates end false frame plates 4 .248 Ib -261 lb are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. RORMNIAL REACTION(S) ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Rapport I -234 Ik "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. smpport 4 -234 Ib require enreme care in rabricating, handing..hipping, installing and b2dng. Refer to and follow the latest edition of BCSI (Building Component Thin trna Is designed ming the ASCEI-10 Wind Specification Safety Inlaation, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless rm Bldg Enclosed = Yes, noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown Truss Location a Not End None for permanent lateral webs shall have bracing installed per SCSI ns 83. B7 or B10, as applicable. Apply plates to each lace of truss and = C vetand n otherwise. position as shown above and on the Joint Details repor( uNesc noted oNarwise. {%Category l g Length = 65.08 ft, Bldg Width = 72.33 ft Alpine. a division of RTW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the bass in Nears roof height = 14.54 ft, mph = 110 conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of trusses. Occupancy Categgory II, Dead Load = 13.2 psf Designed Oai Wind Force Resisting System A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility an s - Low-rise and Components and Cladding solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Tributary Area = 155 RgiY ..........LOAD CASE S1 DESIGN (AADS ------------- -- - Dir L.plf L.Loc R.Plf R.Loc LL/71. TC Vert 84.00 - 1- 0- 0 84.00 0-0- 0 0.48 TC Vert 88.00 0- 0- O ON 00 17.10- 4 0.59 TC Vert 88.00 17.10. 4 88.00 24- 1 -IE 0.45 TC Vert 68.00 24- 1-12 88.00 47. 1- 8 O.S9 TC Vert 84.00 47- 1- 8 84.00 48- 1- S 0.48 BC Vert 18.00 O- 0- 0 18.00 17.10- 4 0.00 tC Vert 108.00 17.10- 4 106.00 Z4. 1-12 0.75 {C Vert 18.00 Z4- 1-12 16.00 47- 1- 8 0.00 lbs 1. Lee LL/TL Fastener iC-1T .7t:t•• 0.0 0- 1-12 1.00 TC Vert 0.0 48-11-12 1.00 BC Vert 71.2 17-10- 4 0.00 BC Vert 613.0 21- 6-12 0.48 {C Vert 71.2 24- 1-12 0.00 BUTTE COUNTY BUILDING DIVISION APP VED �yFy-T. T,yy`"'�� J � No. C 72160 QF CAUV: 5/6/2016 Last: LllwxJ WILLIAM DIB: Drive_)1_0220318_L00007_J00001 W0: Drive_M_0220318_1,000 Dsgar: AW #LC = 90 Wr/PLY: 38 TC Live 20.00 psf Livell L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDar L=1.15 P=1.15 TC Dead 14.00 psf Rep llbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Code: CHC -2013 IDEFL 24-3-8 1 -HO 1A-0 47-1-8 11 12 13 14 15 16 17 18 19 ' 82 W:308 R:1119 TYPICAL PLATE: 3X4 U:.42 OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodrass ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. require enreme care in rabricating, handing..hipping, installing and b2dng. Refer to and follow the latest edition of BCSI (Building Component Safety Inlaation, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless rm //^\\ v VTrusses Is, noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown r� rt for permanent lateral webs shall have bracing installed per SCSI ns 83. B7 or B10, as applicable. Apply plates to each lace of truss and O luA\\\�JII AL�� vetand n otherwise. position as shown above and on the Joint Details repor( uNesc noted oNarwise. II /�/ )I II IILJ Alpine. a division of RTW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the bass in AN ITW COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 2820 N. Groat SW Pkwy. Grand Pra01o, TN 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSYTPI f Sec.2 TRUSPLUS 6. VER: T6. S . 2U For more information see this job's general notes page and these wab sites: ALPINE: www.aloineltw.com: TPI: wvvw.toln.Lera: WTCA: www.sbcind..._.1a: ICC: www.iccsafe.oro BUTTE COUNTY BUILDING DIVISION APP VED �yFy-T. T,yy`"'�� J � No. C 72160 QF CAUV: 5/6/2016 Last: LllwxJ WILLIAM DIB: Drive_)1_0220318_L00007_J00001 W0: Drive_M_0220318_1,000 Dsgar: AW #LC = 90 Wr/PLY: 38 TC Live 20.00 psf Livell L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDar L=1.15 P=1.15 TC Dead 14.00 psf Rep llbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Code: CHC -2013 IDEFL Job Name: SINGLE FAMILY RESIDENCE Truss ID: A03 Qty: 5 nG I -LOC REACT SIZE REQ'D 7C 234 DPL 81 8 itr. We► hraciag required at each location shown. This deal based on chord bracing applied 1 0- 1.12 548 5.50" 1.50" BC 2m4 DFL 81 4 itr. ® Refer to RCSI far proper required lateral per the following schedule: 2 17-10- 4 2445 3.50" 2.81" Will 239 DFL STANDARD restraint. For alternative web bracing, man O.C. Iron to 3 S8- 8. 9 1599 3.50" 1.87 Designed per ANSI/'T!I 1-2007 see 171TBCG's standard details. TC 29.00" 10- 5- 4 28- 4-12 4 48-11.12 358 3.50" 1.50" MAX DEFLECTION (span) Bearings designed for an FePea1pp value of the Fabrication Tolerance = 20.0% UPLIFT REACTION(S) t : L/896 AM 18.19 (LIVE) LC 40 leaser of the truss chord lumber value or 825 fir karinge. Rcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Support CCC Wind Non -Wind t .121 16 L= .0.28" D= .0.27" T= -0.55" all IRC/Iia truss plate values arc based on I factors and Rotational Tolerances. 3 .139 16 11 J.let locations o testi and apprcwl an required 66yy IBC 1703 Loaded for 10 PSP non-cencwrnnt BCL2. 4 -61 lb 1 o• o• 0 1z n. 1. 8 and AN I/TPI and are re parted in BiR-1118. Mark all interior hearing locatiwns. HORIZONTAL RRACTION(S) L 7- a• 0 13 e- o- o Drainage shall be provided to avoid pending. Install interiorsopport(s) before emtioa. a- rt 1 -255 Ib 4 X 5- 4 1s e- o- o This truss is designed using the ASCE7.10 Wind Specification PLATING RASED ON 6iEeN LUMBER VALUES. 20 Live Load to bottom in support 4 -235 Ib s l4. 1.12 16 u. s- 4 a 17-10- 4 it 17- $- 8 Bldg Enclosed = Yes, psf aappplled chord accordance with IBC/IRC code praitisiens. 7 L+- 4.12 19 24- 1 -lx a Ls- 4- 184 33- s• 7 Truss Location = Not End Zone 1 9 33- e- 7 20 3a- a- 4 Category = C 7BIW. n. CRI 10 3w- B. 4 21 47. 1- e 11 40- a• 4 t 7I1 g Length = 85.08 ft, Bldg Width = 72.33 ft Hean height 14.54 ft, 110 CIMCAL aeon FORCER: roar = mph = 13-1+ It Calan. OUR. / TM. Dn. CSI 1-2 •8437 LLS / .80 o.36 z-3 t.1s / INC1st l.so o.0 Occupancy Catego II, Dead load = 13.2 psf Desi an Hasa ®ind Force Resists System �d Resisting Y -Low-rise and Components a.d Cladding •4az 3.4 .150 1.60 / 157 1.60 00:0131 . os 4 5 142 1 60 / 1N 100 0 11 Tributary Area = 94 sg14 5-6 / 808 1.25 0.36 8.7 -1884 I.LS / 187 1.Ls O. LS 7.8 8.9 •188 I.LS / -810 1.1,11/1 In 1.i5 O.E3 293 1.60 0.16 6.10 .585 I.L TIO I.6o 0.22 IO.11 1/-I2 -BS 1.60 / -142 1.E5/ 455 1.x5 0.45 244 1.25 0.43 R COPT. On. / 7BIW. n. CRI 13-1+ -141 280 / 738 1.E6 o.m 14-15 15-16 -ILL I.80 , . 48 1.60 / 670 1.25 O.EB z44 1.80 0.21 16-17 -388 l.L3 / 108 1.60 0.2E 17.18 16-19 -5842 1.15 / -114 1.60 / to 1.80 0.40 E87 l.zs 0.53 10.5-4 17-11-8 5-0-11 13-8-1 19-z0 -392 I.ES / 106 1.60 0.37 r 1 I 2 3 4 5 6 7 I I 8 9 10 11 12 zo-21 •200 I.2s / 93 l.zs o.34 Z14 2-14 Do1R.(0n.)/ / -- cR7 76x3.I,'!. 265IzS 0.11 10.00 -10.0 -4.0 2 -IS •501(I.La)/ E05. 0.07 US3•/84 4X1O 3 -IS •154 I.8 / -418 Les / 8371.25 711.600.11 4X6 3X4 4X6 1.5X4 4-18 •Eos I.zS / 0.09 3X6 5.16 3.17 .6 .17 / •770 1.23 / •lU5 1.25 / 558(1.23) 0.23 0.32 00.5 571,1131 3X6 8.18-SI.60 / 1277 0.5E7.18381 .18332 1.25 / I.IS 871.B00.15X6 10.Bo0.13-IB 9-1-1 -132 1.60 5031.250.24 4X48.19 •624 1.23 / 2311.SoO.1.5X410-IB-911.60 /oE81.0.4E 4-8-10IO025 I. LS / -414 1.25 / 1881.80 0.17 931.so 0.07 3X6 I.z0 6X6 3X6 = 1,5X4 1 4X8 = 0-4-11 5X6 82 4X10 5X8 3X4 B3 B4 0-3-13 81 W:308 W:308 W:308 W:308 6.5 17_10 4 R:2445 38-8-0 R:1564 R:358 R:546 -� U: U:139 U:-61 U:-121 -6.50 0-�-8 8-8-8 F I 29-5-0 1 A-0 8-8-8 1 A-0 47-1-8 13 14 1516 17 18 19 20 21 OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are posdioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodfuss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (TCA) ''"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS v Trusses require extreme care in fabricating, handing. slipping. installing and bracing. Refer to and follow the latest edition of BCSI (Buildng Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless aw noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locetiens shown permanent lateral above and n webs shag have bracing installed per Cher sections B3. B7 or B10, as applicable. Apply plates to each lace of truss and position as shown above antl on the Joint Details report, unless noted otherwise. ILJI \�vl I Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSI/TPI 1, or for handing, shipping, installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional englneerfng responsibility 2820 N. Great SW Pkwy. Grand Pralne, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI1TP/1 Sec.2 TBUSPLUS 6.0 {BB: T6. S . �� For more information see this jobs general notes page and Nese web sites: ALPINE: wm^rr.alpineitw.com: TPI: wwaetoias[.om: WTCA: rmnv..industa-ara: ICC: w micwafe.am I 9-1 -15 SHIP BUTTE COUNTY BUILDING DIVISION APPROVE® T No. C 72160 CN11.. P 5/6/2016 DIB: Drive_ B_ 0220316_L00007JJ00001 WO: Drive_M_0220318_L000 Dsgor: AW #LC = 48 WT/PLY: 35 TC Live 20.00 pair r L=1.25 P=1.25 TC Snow(Pf) 0.00 psf L=1.15 P=1.15 TC Dead 14.00 psf Bad / Comp /Tens BC Live 0.00 psf1.10 / 1.10 / 1.10 BC Dead 8.00 psf cing 2- 0- 0 Code: CBC -2013 IJob Name: SINGLE FAMILY RESIDENCE Truss ID: A03A Qtv: 1 I BIG R -LOC REACT SIZE REQ'D 1 0- 1.12 533 3.50" 1.50" 2 17-10- 4 2939 3.50" 3.13" 3 38. 8- 4 1712 3.50 1,83" 4 46-11.12 3S3 3.50" 1.50" MAX DEFLECTION (span) : L/952 MEM 20-21 (LIVE) It 40 1= .0.12" D= .0.18" T= .0.29" ==.)dot L -ti - 1O. 0. 0 tZ 47. 1- 8 z7. 3. 0 13 D• o- o 3 9. 0- 0 14 7- 3- e 4 to- 5- 4 15 e- 0- 0 514 1.11 16 10- 5- 4 6 17-10- 4 17 17- e- 0 7 24- 1 -IL to 24- 1•Iz 8 v 4-12 19 33- s- 7 9 as• s- 7 20 38- e- 4 to as s- 4 21 47- I- s TC COIR. OUB. / TENS. OUR. CSI 1•z a87 l.zs / Z 1.60 0.40 1.3 a-4 -381 I.ZS / otos 1.80 / les IZ 0.38 17B l.so 0.08 4.5 -lot 1.60 / 155 1.60 9.IS 5-6 / 596 1.E5 0.4Z 0.7 7.8 -437 1.zS / •437 1.25 / 103 1.60 0.30 103 1.60 0.17 8-9 _92111 1.25 / ZZ6 1.60 0.19 0-t0 -BHT 1.ZS / 8l 1.60 O.Z4 10.11 11-1z -57 1.80 / -130 1.Z3 / 48L l.zS 0.48 ESU 1.25 0.41 BC COIR. BUt. / TENs. CSI 13-t4 -149 I.80 / 695 1.15 0.34 14-15 15.16 -lEt 1.60 / -64 1.80 / GEE 1.25 0.3E 164 1.80 0.20 16-17 -431 I.2S / 101 1.80 O.LS 17-18 -6t5 1.25 / 86 1.80 a 7L IS 19 19.10 •38 1.60 / •414 L25 / 448 1.as 0.76 95 1.60 0.32 ZO-ZI -Ela 1.151 / at I. ZS 0.4Z we COEE.(BUR.)/ TVs.(DUB.) CSI z-14 / z8E D.11 2•IS -316111.ES / E09 1.80 0.07 a-19 3 -IB •148.60 / -noel1.x51 / ((((1.253)) 6ZB 1.25 0.26 651 Lso 0.11 4 -IB -z4z1.as / 0.10 5 -la 5-t7 / -7L8 l.Is / SES Las) 0.29 0 1.60 0.29 6-17 .1709 1.E5 / 0.81 8-t8 / 1656 1.23 0.87 7-18 8.18 -3991.25/ •174I.LS/ 0E 1.60 0.14 So 100 I.So 0.07 8•l8 ale1.60/ 370 0.31 8-19 10.19 -6881.25/ -251.60/ 203 I.eo 0.24 1155 1.zs o.07 IO -LO •11181.26/ 114 l.60 0.18 lI-Z0 -41111.231/ 94 1.60 0.07 TC 2s4 DFL #1 A Btr. RC 2a4 DFL #1 t Btr. 2a6 DFL #2 17-19 WEB 2a4 DFL STANDARD Fabrication Tolerance = 20.0% Bcr (creep tactor) = 2.00 Refer to Joint QC Detail Sheets for Cq factor' used Rotational Tolerances. Loaded for 10 FSF nen-coacarrcat BCLL. Mark all interior hearing locations. Install interior serpprt(s) before erection. Permanent bracing Is required to prevent relation/toppling. See ■CSI and ANSI/1PI 1. 20 psf Live Load applied to bottom chord In accordance with IBC/IRC code provisions. ®Web bracing required at each location she". Refer to iCSI for proper required lateral restraint. For alternative web bracing, see IIWBCG's standard details. Desi per ANSI/TPI 1.2007 Wearings designed for an FcPerp value of the lesser of the truss chord lusher value or 625 for all bearings. IRC/IBC truss plate "Ines are basyed on tandtDraiuAnNag�agI/TFI approval and aaprep reppl1ppoo•• reported in HSR -1118703 PL►TINGeBASEDIbe ON GREWLUMBERVALUed to ES. tag. This tress is designed using the ASCE?-10 Wind Specification Bldg Enclosed = Yea, Truss Location = Not Ead Zone flq Category = C lldg Lenatb = 6S.08 £t, Bldg Width = 72.33 £t Mean roof height = 14.54 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed na min Wind Force Resists System Low-rise and Continuants and Cladding Tributary Area = 127 sgft All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled pCates and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodfuss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. VTrusses reGuire extreme care in fabricetina, handing,,N,ping, installing and bredN n0. Refer to and follow e latest edition of SCSI fBuildng Component W Salary Information, by TPI and rCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless ya noted otherwise, top chord shall have property attached structural sheathing and bottom chord shed] have a property attached dgid ceiling. Locations shown i•t �t�� r� rr for permanent lateral restraint n webs shall have report installed par BCSI isesons 83, B7 or 810, as applicable. Appy plates to each face of truss and ��//�)� IIL1UrJl �U^�\v`� Ill position as shown above and an the Joint Details repos, unless noted otherwise. opine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSINPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the iesponsibllity of the Building Designer per ANSI/TP/ f Sec.2 THUSPLUS 6.0 VER: T6.5.20For more information sea this job's general notes page and Nese web sites: ALPINE: www.aloineitw.eom: TPI: www.toinst.or0: WrCA: www.sbdrefusinr-cr ICC: www.ieesate.or. - This design based on chord bracing applied per the following schedule: uau O.C. from to TC 24.00" 10- 5- 4 28- 4-12 UPLIFT REACTION(S) : Support C4C Wind Non -Wind 1 -124 16 2 -123 16 3 .72 lb 4 -66 lb HORIZONTAL REACTION(S) : support 1 -235 lb support 4 -235 lb ­­- CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loe R.PIf R.Loe LL/TL TC Vert 84.00 - 1- 0. 0 84.00 0. 0- 0 0.48 TC Vert 69.00 O- 0. 0 88.00 47- 1. 8 0.59 TC Vert 84.00 47. 1. 8 84.00 48- 1- 8 0.48 BC Vert 16.00 O. 0. 0 16.00 47. 1. 8 0.00 ''II��ppeelbs I.L•c LL/TL Fastener TC lre�t 0.0 0. 1.12 1.00 TC Vert 0.0 48-11-12 1.00 BC Vert 613.0 21- 6-12 0.48 BUTTE COUNTY BUILDING DIVISION APPROVED T. No. C 72160 �7•CIV{1. �3:oF �0 5/6/2016 Lnsc: LZINIai WILLIAM, DIE: Drive_M_0220316_L00007_j00001 W0: Drive -M_0220318 -L000 Dsgnr: AW #LC = 48 WT/PLY: 37 TC Live 20.00 pelf LiveDar L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnoWDar L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bad / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead '8.00 psf O.C.Spacing 2- 0- 0 Code: CBC -2013 IDEFL RATIO: L/240 TC: 1D-5-4 17-11-8 t 5-0-11 I 13-8-1 1 2 3 4 5 6 7 8 9 10 11 12 10.00 -10.00 -4.0 4X6 3X4 5X6 1.5X4 4X10 j 3X6 3X6 5X6 9-1-1 17 4X4 4-8- 10 1.5X4 > 16X 3X6 1,5X4 1 4X8 3X6 0-4-11 7X16 B2 8X8 7X12 63 3X4 B1 W:308 W:308 B4 W:308 R:533 6.5 17-10.4 R:2939 U13 3 R1712 38-8-4 U:-72 W:308 R:353 U:-124 6.50 613# U:-66 0-R-8 8-8-8 29-5-0 1f0'0 8-8-8 1 -HO 47-1-8 13 14 1516 17 18 19 20 21 OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled pCates and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodfuss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. VTrusses reGuire extreme care in fabricetina, handing,,N,ping, installing and bredN n0. Refer to and follow e latest edition of SCSI fBuildng Component W Salary Information, by TPI and rCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless ya noted otherwise, top chord shall have property attached structural sheathing and bottom chord shed] have a property attached dgid ceiling. Locations shown i•t �t�� r� rr for permanent lateral restraint n webs shall have report installed par BCSI isesons 83, B7 or 810, as applicable. Appy plates to each face of truss and ��//�)� IIL1UrJl �U^�\v`� Ill position as shown above and an the Joint Details repos, unless noted otherwise. opine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSINPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the iesponsibllity of the Building Designer per ANSI/TP/ f Sec.2 THUSPLUS 6.0 VER: T6.5.20For more information sea this job's general notes page and Nese web sites: ALPINE: www.aloineitw.eom: TPI: www.toinst.or0: WrCA: www.sbdrefusinr-cr ICC: www.ieesate.or. - This design based on chord bracing applied per the following schedule: uau O.C. from to TC 24.00" 10- 5- 4 28- 4-12 UPLIFT REACTION(S) : Support C4C Wind Non -Wind 1 -124 16 2 -123 16 3 .72 lb 4 -66 lb HORIZONTAL REACTION(S) : support 1 -235 lb support 4 -235 lb ­­- CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loe R.PIf R.Loe LL/TL TC Vert 84.00 - 1- 0. 0 84.00 0. 0- 0 0.48 TC Vert 69.00 O- 0. 0 88.00 47- 1. 8 0.59 TC Vert 84.00 47. 1. 8 84.00 48- 1- 8 0.48 BC Vert 16.00 O. 0. 0 16.00 47. 1. 8 0.00 ''II��ppeelbs I.L•c LL/TL Fastener TC lre�t 0.0 0. 1.12 1.00 TC Vert 0.0 48-11-12 1.00 BC Vert 613.0 21- 6-12 0.48 BUTTE COUNTY BUILDING DIVISION APPROVED T. No. C 72160 �7•CIV{1. �3:oF �0 5/6/2016 Lnsc: LZINIai WILLIAM, DIE: Drive_M_0220316_L00007_j00001 W0: Drive -M_0220318 -L000 Dsgnr: AW #LC = 48 WT/PLY: 37 TC Live 20.00 pelf LiveDar L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnoWDar L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bad / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead '8.00 psf O.C.Spacing 2- 0- 0 Code: CBC -2013 IDEFL RATIO: L/240 TC: Job Name: SINGLE FAMILY RESIDENCE Truss ID: A04 Qty: 1 I Iib I -LOC REACT SIZE REQ'D 1 0- 3- 8 1810 3.50" 1.04" 2 17-10. 4 2207 3.50" 2.42" 3 38- E- 4 1762 3.50" 1.88" 4 46-11-12 1243 3.50" 1.50" LAX DEFLECTION (span) • /an EEtl 15-16 (LIVE)LC 48 -0.28" D= -0.26" T= -O.S4" = J.lat L -tiro I0. 0. 0 t0 46-11-I2 z 7- 1- 4 11 0- 0- 0 3 10. 3. 8 Iz 7- 1. 4 4 17- 8. 8 13 10. 3- 8 524- 0- 0 14 17. 6-11 a 28. 3. 0 t5 L9- 0 0 7 u- 3 -ll IB 33- 3•. ll a 38- 8. 0 17 38- 6- a TC comp. aua. / 711L4. BOa. CST 1.2 -a 79 l.so / 1618 1.60 0.84 2.3 •1658 1.60 / 3-4 -1577 1.60 / 1L37 1.60 o.3L 1670 1.60 0.58 4.5 •1838 1.60 / 878 1.60 0.45 5-6 -1404 1.110 / 6.7 -2531 1.60 / 104E 1.60 0.21 1761 1.60 0.24 7.8 -8718 1.60 / Z133 1.60 0.87 8-0 -2302 1.W / 0 -to -E847 1.60 / 2701 1.60 0.56 8865 1.60 0.80 sc COIR.JID7. / 1@IS. CSS 11-12 -41510 /4855 I.6 12-13.4148Lso / 4851 1.600.45 13-14 -38711.60 -35381.60 4191 1.600.3814-15 3957 1.600.51 15.18 .2748I.Se 3140 1.6016-11 -4285Leo / 17.18 -38111.00 / a9a1 1.60 0.48 3116 1.60 0.64 38 to1Q. la. / T&IS. out. CSI Z-12 -293 1.60 / 457 1.60 0.15 L•/3 -077 I.80 / 3-t3 a10 L60 / 590 I.60 0.78 661 1.25 0.41 3-14 -22L4 I.60 / 1',0.94 4- -1358 1.L5 / 576 1.60 0.59 IT'S •831 1.60 / 5 -IS -376 1.25 / 1752 1.60 0.36 el 1.60 0.14 6 -IS -128L I.60 / 1207 I.60 0.50 6-16 -787 1.60 / 1171 1.60 0.48 7-10 -731 1.23 / 9-10 •671 1.60 / 270 1.60 0.30 1657 1.60 O.s3 a -l7 •12z3 /.ES / 314 1.60 O. EO 8-17 -567(t.60)/ ass 1.60 0.09 268 - /Homewood (CA) s AN /TW COMPANY 970 N. Great SW Pkwy. Grand Preide, TX 76050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DPL #1a Itr. BC 2.4 DPL #1 a Btr. tae DPL SS I1-14 WEB 2x4 DPL STANDARD PLT BLR 2.4 DPL #1 a Str. Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 far all bearings. IRC/IBC truss plate values are harmed on testinngg and approval an required by IEC 1703 and ANSI/TFI and are reported in RSR -1118. Drainage shall be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + t + Designed for 6.3 R lbs drag load applied heri"atally in either direction to the top chord panel pints, with dead + 0 % live loads using load duration = 1.60. Hariraatal reaction = 6.3 B lbs at each bearing individually. Connection by others. + + + + + + + + i + + + + + + + + + i + + + 20 psf Live Load aplica to buccam chord in accordance with IBC/IRC code provisions. ® We► bracing regoircd at each location shown. Refer t! RCSI for proper required lateral restraint. Por alternative web bracing, see ITWBC6's scamdard details. Desieoed per ANSI/TPI 1-2001 Fabrication Tolerance = 20.0% Rcr (creep factor) = 2.00 Refer to joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 FSF non -concurrent SCLL. NO all interior hearing locations. Install interior saappppoort(s) before erection. PIA MG BUSED ON 6REBN LUKBER VALUES. This tress is desiroed using the ASCET-10 Wind Spec ficatian Bldg Enclosed = Yes, Tress location = Not Pad Zone Bad Category = C t 711 g Leugth = 65.08 ft, Bldg Width = 72.33 ft tlean roof'height = 14.S4 ft, mph = 110 Occupancy Categgory II, Dead Iniad = 13.2 psf Deal gned astlaim Wind Force Resisting System Low-rise and Components and Cladding Tributary Arca = 94 sgft 10-3-81 17-11-8 t 5-0-11 1 13-8-1 1 2 3 4 5 6 7 8 9 10 10.00 3X6 5X8 -10.0 4.0 i5XXX66 1.5X4 I \\ 04 This design based on chord bracing applied per the following schedule: RAN o.c. from to TC 24.00" 10- S. 4 28- 4-12 UPLIFT REACTIONS) : Support Cid: Wind NOR -Wind I -52 lb -1101 Ib 2 -55 lb -119 lb 3 -107 16 HORIZONTAL REACTION(S) 846 Ib support 1 -6300 lb sapport 2 6300 16 support 3 -6300 16 support 4 6300 I► OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 gen Plates are to be positioned per Joint Detail Repan. Circled elutes and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless noted othervdae, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown for permanent lateral restraint of webs shag have bracing installed per SCSI sections B3, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details report urdess noted otherwise. Alpine, a division of ITW Building Components Group Inc.. shell not be responsible for any deviation from this dmwtng. any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 6 bracing o1 trusses. s. seal on this drawing or cover page listing this drawing, indicates acceptance of protesslonal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2 For more information see this job's general notes page and these web sites: ALPINE: wvrwaloineitw_com: TPI: vrww.minstem: WTCA. vnwv.sbeindustiv.nro: ICC: www icmale.om 9415 SHIP BUTTE COUNTY BUILDING DIVISION APPROVED �T.Q,0 T_Yg No. C 72160 CIViI. P tOF CAUf 5/6/2016 Last: LAWL, WLLLLARM DLO: Drive_)1_0220316_1,00007J00001 W0: Drive_M_0220316_L000 Dsgnr: AW #LC = 56 WI/PLY: 3( TC Live 20.00 psf LiveDnr L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnoWDnr L=1.15 P=1.15 TC Dad 14.00 psf Rep )ibr Bud / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 9.00 psf IO.C.Spacing - 2- 0- 0 ` Code: CRC-2013- 5X83X8 lie 1 14 x 0-6-2 1.5X4 7X10 B2 5X8 6X8 7X10 0-3-13 B1 3X4 W:308 B3 B4 W:308 17-8-8 R:2267 38-6-8 W:308 W:308 R:1816 U:-119 R:1762 R:1243 U:-1101 U:-107 U:-846 46-11-12 1r00 0-1-12 46-11-12 STUB 11 12 13 14 15 16 .17 18 OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 gen Plates are to be positioned per Joint Detail Repan. Circled elutes and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless noted othervdae, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown for permanent lateral restraint of webs shag have bracing installed per SCSI sections B3, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details report urdess noted otherwise. Alpine, a division of ITW Building Components Group Inc.. shell not be responsible for any deviation from this dmwtng. any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 6 bracing o1 trusses. s. seal on this drawing or cover page listing this drawing, indicates acceptance of protesslonal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2 For more information see this job's general notes page and these web sites: ALPINE: wvrwaloineitw_com: TPI: vrww.minstem: WTCA. vnwv.sbeindustiv.nro: ICC: www icmale.om 9415 SHIP BUTTE COUNTY BUILDING DIVISION APPROVED �T.Q,0 T_Yg No. C 72160 CIViI. P tOF CAUf 5/6/2016 Last: LAWL, WLLLLARM DLO: Drive_)1_0220316_1,00007J00001 W0: Drive_M_0220316_L000 Dsgnr: AW #LC = 56 WI/PLY: 3( TC Live 20.00 psf LiveDnr L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnoWDnr L=1.15 P=1.15 TC Dad 14.00 psf Rep )ibr Bud / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 9.00 psf IO.C.Spacing - 2- 0- 0 ` Code: CRC-2013- Job Name: SINGLE FAMILY RESIDENCE Truss ID: A05 Qty: 3 BIG 1 -LOC BRACT SIZE REQ'D 1 0- 3- 8 1412 3.50" 1.51" 2 38- 8- 4 3196 3.SO" 3.41" 3 46-11.12 3 3.50" 1.50" MAK DEFLECTION (span) • L/999 HER 4-5 (LIVE)LC 42 1= -0.42" D= .0.91" T= •1.33" J.iot Lecaties, z2 o7.v- o- 4 1 0 1z3 7. B- o- 1 - 4o 3 I00. 3. 8 14 1 - a• e 4 1L• 2. 8 /5 I - 4- 4 6 17. S. 8 1 6 17. 8. 8 o24 6-12 17 L4 6-12 7 rs• 3. 0 /B ta• 3• o 8 33- 3-11 18 13. 3-11 B38. 6• B 20 38-16-9 e 10 40- 6- a 21 46- 1-12 11 46-11-12 C81' UL MMB FORCES• TC WMR. DUB. / TM. OUR. CSI 1-E -4430 t,ZS / 178 1.60 0.38 z-1 .snag 1.23 / 101 1.60 00.31 1.4 -5078 I.E5 / 52 1.60 0.56 4-S -1018 1.23 / 62 1.60 0.74 S_ 8 •2327 1.23 / 161 luso 0.40 6-71074 Lzl / zI6 luso outs 7.8 -1065 I.z5 / 215 1.60 0.2E 8•B -81 11.80 / L3L /.BO 0.28 9.10 •1 1.80 / 3070 1.Es 0.88 10-11 •11 1.60 / 2832 1.23 0.63 iC WMR. OUR. / TENS. OUR. till IE - 13 -105 1.80 / 3785 1.E1 0.58 13-14 -/0 luso / 3714 1.2s o.se 14.15 / 3453 1.25 0.44 IS -IB / 2750 1.25 0.46 16-11 / 1281 1.25 0.34 17-18 / 727 I.25 0.13 18-19 •IEL(I.W)/ B7 1.25 0.08 .9-200-za.7((1:23 n 1.W o.sz 29.21 •2754 1.23 / 7 I.W 9.38 R WMR. us. / TENS. DUs. CSI z-13 .8 1.23 / 1100 LES 0.04 z -u -ane luso / 241 1. 0 nuns 3.14 -1L4 1.60 / 297 1.23 0.1E 3.15 / 2840 I.25 0.36 4-15 •73(1.x3)/ 92 1.80 0.03 5.15 / 2874 1.25 0.16 S•l6 .1346(1.23)/ 32 1.60 0.68 6 -IB / 1554 1.25 0.63 6.117 -1333(1.23)/ N 1.80 0.41 7.117 18((11.603/ 873 11.25 0.35 7.18 -463 I.28 / 0.16 8•1 8 / 673 1.25 O.aS 9.1.9 .15589 1.25 / 89 1.80 00.52 9.119 -68 I.W / 11oz luno 00. -1529 9•zo -27u I.za / 141 1.60 0.42 to -m -sW luno / se 11.60 o.06 268 - /Homewood TruA� s QLp NIE AN /TW COMPANY ?820 N. Groat SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL 41 A &tr. BC 2x8 DFL 42 2z4 DFL 41 4 Btr. 12-15, 15-17 WEB 2z4 On STANDARD 2z4 DFL 41 & Btr. 3-15, 15.5 10-9 WEDGE 2z6 On 42 Her (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 FSF aan-concorrent &CLL. Bark all interior bearing locations. + + + + a + + + + + + + + ♦ + + a + + + + + Unrestrained horiz. LL deflection = 0.39 " + + + a + + + + a r + + + + ♦ + + + + + + + Not designed for attic storage unless noted otherwise. 91_, 4X10 2 0-6-2 ®Web bracing required at each location showy. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see rMCG's standard details. Designed per ANSI/YPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerrpp valve of the I: of the truss chord lamber value or 625 for all bearings. IRC/IBC trans plate values are based on testing and approval as required by IBC 1703 and AN I/TPI and are reported in 8-1118. Install interior support(s) before erection. Drainage shall he Provided to avoid ponding. PLAMS BASED ON GREEN Lunn vALUBq. Due to high uplift reaction, this truss requispecial caaaection details (desigres ned by mtbers) to secure trots to a rigidly anchored support. 10-3-8 17-11-8 a 5-0-11 a 13-8-1 1 2 3 4 5 6 7 8 9 10 11 10.00 10.0 -4.0 18 B1 6.5 -6.50 38-6-8 R:3196 R:3 W:308 0-1- 12 U:-105 U:-715 R:1412 12-2-8 I I 22-5-0 U:-82 12-2-8 _ 1 �,0 0 0-1-12 46-11-12 STUB 12 13 14 15 16 17 18 19 20 21 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Inform for. by TPI and WTCA) for safety prectices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83. B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TP11. or for handling, shipping, installation 2 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibl/hy of the Building - DeslgnerperANSI/iPl f Sec.2 _ For more information see this job's general notes page and these web sites: This design based on chord bracing applied per the following schedule: .ax D.C. fro. to TC 24.00" 10- 5- 4 28- 4-12 UPLIFT RRACTION(S) i Support CIC Wind Non -Wind 1 -82 Ib 2 -105 Ib 3 -446 lb -715 Ib EOR=NTAL REACIION(S) support 1 -234 lb T,,:3 -234 lb 'This truss is designed using the ASCE7.10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone E dg Length Category = C R - 65.08 ft, Bldg Width = 72.33 ft Rena -f height = 14.54 ft, ■ h = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Rain Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 94 sgft 9 4_15 1 SHIP z 0-3-13 BUTTE COUNTY BUILDING DIVISION APPROVED ,8�y�Fl�t ranr� J No. C 72160 CNiI. QF CAUF 5/6/2016 Cast: LBWIS WILLIAMS DIB: Drive_A1_0220316_L00007_J00001 WO: Drive_M_0220318_L000 Dsgnr: AW SLC = 42 WT/PLY: 36 TC Live 20.00 psf Livethr L=1.25 P=1.25 TC Snovi 0.00 psf Snowtar L=1.15 P=1.15 TC Dead 14.00 psf Rep ilbr Bad / Camp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 - Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: SINGLE FAMILY RESIDENCE Truss ID: A06 Qty: 11 ERG1-LOC REACT SIZE REQ ;D I 0. 3-.8 1412 3.50" 1.51" 2 32-10- 4 1600 3.50" 1.71" NA1 DEFLECTION (8 ) - L/087 HU 4-5 (LIVE)LC 42 L=-0.40" D= -0.80" T= -1.20" E1. Will DEE CEI.TEYIA:L/120 IN NEN 1S- 8; T= 0.08" __= J•t°t 1-tiw l 0. 0- 0 9 4• o- 0 z 7. 1- 4 w 7- 1- 4 a 10• a- e 11 1m- a- e 4 12- E- 8 12 1E• 4. 4 S 17- e- 9 13 17. S. 8 s z4- 6-12 a Ea- a -1-z 7 z3- a- o 1s 32 4 e 32.10- 4 CIMEAL KEN= FORM: Te 0011!. DM.1// TWIf,4. GUI.CSI1-L •4430 l.xs 597 080O.S,L-3 •4048 I,ES/ 5539 1.0.31 a•4 -sole 1.15/ 60 1.80 0.56 455 -sole l.as/fin 1.eo 0.78 s-6-1325 I.zs/ 1 1.60 0.41 6-7 -1031 1.as/ 185 I.goo.Es7.8 -Eos 1.60/ Sze 1.60 0.23 se COM. M. / TW15. DUI. 6I e -w -727 1.60 / 3745 1.zs osa IO-tl -TLE 1.80 / 37Da I.LS 0.59 ll•12 •550 1-.40 / 7454 1.LS 0.44 IL -19 -a5E 1-.80 / 2750 1.25 0.44 1a-14 -1-694 1.40 / IE81 1.x3 0.33 14.13 •14a 1.40 / 668 Lzs 0.46 We COM. Dol. / TM. DUE. fSI 2 -tum -11 1.60 / 114 1.23 o.os z -u -azo 1.60 / 245 1.40 0.03 7.11 -125 1.60 / 297 1.25 0.IE 3az •334 1.60 / 2542 1.23 0.34 4-1z -78 l,ts / sl 1.40 o.g3 s -1-z -433 1.60 / 2977 1.23 o.a7 3-13 -1114 1.15 / 134 Leo o.se 6-13 -182 1.80 / 1543 1.25 0.63 6-14 -1-2691 l.zs / 184 1.60 0.44 7-14 -ze 1.40 / 1077 Lzs 0.az 7-155 -1410 1.25 / 137 1.60 0.41 8.15 •134 1.60 / 150 1.60 0.48 TC 224 DPL S1 It Btr. BC 2x4 DFL 41 t Str. Zz8 DFL 42 14 -IS WEB 2x4 DFL STANDARD 224 DFL 41 It Btr. 3-12, 12-5 WEDGE 2x8 DFL 42 En (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 FSF eon-conemrrent BCIJ,. + + f t + + ♦ ♦ i + f i 4 ♦ ♦ ♦ f + 4 + + + Unrestrained boriz. LL deflection = 0.40 " + + + + + + t + + + + + t + + + t + + + + + End verticals are designed for axial loads only, unless acted otherwise. ®Web braesug required at each location shown. Refer to iCSI for proper required lateral restraint. For alternative web bracing, see ITWBCB's standard details. Designed per ANSI/'TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the leaser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testi and approval as requfired by IBC 1703 Rod ANI/TPI and are reported in ESR -1118. PI.taTIN BASED ON 6I shall be UM provided VALUES id pending. 20 paf Live Load applied to bottom chord In accordance with Is code provisions. _ 10-3-8 17-11-8 4-7� IT- 2 13 4 5 6 17 B 10.00 1.5X3 -10.0OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 a., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled pCates and false frame plates ere poslhoned es shown above. Shift This deetan based on chord bracing applied per the following schedule: uaz o.c. fron to TC 24.00" 10. S. 4 28- 4-12 UPLIFT REACTION(S) : Support CK Wind Non -Wind 1 -71 lb 2 .99 111 HORIZONTAL REACTION(S) : support 1 284 Ib support 2 284 Ib Thin truss is dens�ed using the ASCET-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Category = C ■1 g Length = 85.08 ft, Bldg Width = 72.33 ft gena r f height = 14.54 ft, ■ b = 110 Occupancy Cateeggory II, Dead Loa = 13.2 psf Designed as No ®iod Force Resisting System - Low-rise and Components and Cladding Tributary Area = 88 sgft Vertical members exposed to wind: IS- 8 BUTTE COUNTY BUILDING DIVISION 2.5X4 SS0612 APPROVE® 1.5X3 9-1-1 2.5X t 9-1-1 1.5X3 6- -6 SHIP 1 4X6 5- 4X,0 0-6-2 3X8 7X8 B2 B1 5X6 W:308 W:308 0- 12 6.5 -6.50 R:1600 U: 1712 li 12-2-8 I I 8-3-8 I U:-99 12-2-8 0-1-12 I 32-10-4 1 14-1-8 STUB 9 10 11 12 13 14 15 STUB gable stud plates to avoid overlap with structural plates. T. rqy� q J � No. C 72160 � CN14. P 5/6/2016 268 - Homewood toss "`WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! coat: LEWIS w1LL1AMS Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0220318_L00007_J00001 � V Trussm require extreme cera in fabricatlng, handing, skipping, installing and bracing. Refer to and follow the latest edition or SCSI (Building Component W0: Drive_B_0220318_L000 Safety Information, by TPI and w?CA) for eatery practices prior to performing these functions. InataOars shall provide temporary bracing per SCSI. Unless Dagnr: AW :ILC = 48 WT/PLY: 285 ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgitl ceiling. LocaOons shown ��� r� r1 � rot 'P' -'-P' lateral restraint of webs shag have breang installed per 8C51 sections 83,87 or B10, as applicable. Appy plates to each lace of truss and TC Live( 20.00 Paf LiveDur L=1.25 P=1.25 O I �\ I I posidon as shown above and on the Joint Details repoK uNess naiad othem�ise. TC SnaW P 0.00 of SnowDar L=1.15 p=1.1$ u v Alpine, a division or I1w Building components croup Inc., shall not be rasppnalNa for any deviation from this drawing, any talent° m build ma tensa in TC Dead 14.00 psf Rep Nbr Bad / Comp /Tena AN ITW COMPANY Gum^torments with AN51/fPl 1, or for handling, shipping, installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 Halo N. truer SIN Pkwy. GrandPralAo, TX 76050 solely /or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 pelf 0. C. Spacing 2- 0- 0 Designer perANSI?P/ 1 See.2 T&USPLUS 8.0 M: T6.5. ZO For more informabon see this job's general notes page and Mese weD sites: - ALPINE:vmw.eloinainv.cemrTPl:www.minatem'WfCAvniwa�ytw�ra;ICC:vaevIccaefe.or° Bldg Code: CBC -20 13 DBFL BATIO: L/240 TC: L/24 !Job Name: SINGLE FAMILY RESIDENCE Truss ID: AOG Qty: 1 I BBC %-LO C BBACI SIZE lEQ'D iC 2x4 DFL #1 A ttr. We{ bracing required at each location shown. psf This design based on chord bracing applied L 0- 3• B 284 3.50" 1.50" tC 2:9 DFL 81 { Btr. ® aefer to tCSI for proper required lateral psf per the 1Folloviag schedule: psf 2 1- 2- 4 113 3.50" 1.50" Wet 21L4 DFL STANDARD restraint. For alternative web bracing„ naz o.c. £rom to 3 2. 2.12 154 3.50" 1.50" WEDGE 2x6 DFL #2 see ITWSCG's standard details. TC 24.00" 10• S. 4 28- 4-12 4 3. 8.12 1583.50" 1.50" 178 3.50" 1.50" Tolerance = 20.0% Desieedd per ANSI/TPI 1-2007 Designed UPLIFT REACTION(S) ; S 4-10.12 8 6. 2.12 190 3. SO" 1.50" gcr (creep factor) = 2.00 Refer to Detail Sheets for Bearings designed for an FcPerrpp value of the lesser the truss chord Imber volae or Support 1 C#C Wind .42 Ib Non -Wind 7 7- 6.12 201 3.50" 1.SO" Joint QC Cq factors and Rotational Tolerances. of 625 for all bearings. 2 -91 Ib 8 8.10.12 252 3.50" 1.50" aLC Lauded for 10 PSI non-cencurrent SC. IRC/IBC truss plate values are based on 3 -27 lb 9 10- 2.12 10 ll- 6.12 165 3.50" 1.50" 291 3.50" 1.50" Mark all interior bearinngg locations. test a� approval as regwired by IBC 1703 4 5 -13 lb Ib 11 /2-10-12 12 914- 2-12 254 3.50" 1.50" 283 5.50" 1.50" Install interiors rt(s before erection. permanent bracing �poregai�ed to and ANSI/TPI and are reported in ESR -1118. Drainage shall 6e provided to avoid ending. 8 •10 -7 lb 13 6-12 260 3.50" 1.50" revent retatien/toppling. See SCSI Building designer shall verity gable loads 7 -8 lb 1IS.6- 14 18-10.12 380 3.50" 1. SO" and ANSI/TPI 1. and eave Inds, if applicable. 8 .10 lb IS IS. Z•12 237 3.50" ,.50" PLATING BASED ON GREEN LUMBER VALUES. [+) gable bracing required 0 42" intervals, 9 .6 lb IB le- 0.12 377 3.50" 1.50 End verticals are designed for axial loads lined if exposed to wind lead applied to fan. :p11 pp 10 -12 Its 17 20-10-12 340 3.50" 1.50" Only,unless noted otherwise. See IIWBCG's Gable tracing Details. is design�eedd 11 12 -10 Ib Ib 18 22- 2.12 19 23- 6.12 SOS 3.50" 1.50" 294 3.SO" 1.50" HORIZONTAL REACIION(S) support I IIT Ib Thio truss asiag the ASCE7-10 Wind Specin"tion 13 -It .11 Ib 20 24-10-12 290 3. S0" 1.50" support 2 -106 Ib Bldg Enclosed = Yes, 14 .14 Its El E6- 2.12 264 5.50" 1.50" Not designed for attic storage unless Truss Location = Not End Zone 15 16 -9 lb lb 22 E7- 8-12 23 EB -10. 12 248 3.50" 1.50" 236 3.50" I.SO" noted et ereise. Category = C RE dg Length - 65.08 ft, Bldg Width = 72.33 ft Hem height 14.54 ft, 110 17 IB -15 .14 lb •12 Ib 24 SO. 2-12 25 31- 6.12 220 3.50" 1.50" 29Z 3.50" 1.50 clip OUR. / TENS (DDR) CSI roof' = laph = Occapanry cutegery II, Dead Lead = 13.2 19 .12 Ib 26 52-10- 4 IIA% DEFLECTION 169 3.50" I.SO" t9.98 -E74 1.E5 14.40 -253 0.25 / 0.10 / 0.09 It psf Designed as Maio Wind Force Resisting System Low-rise Co Cladding 20 21 -11 Ib -10 Ib (span) L/999 MEM 14-I5 (LIVE) LC 1 I5.41 -375 1.25 t8.42 -117 1.E5 / t4 / 0.12 - and nents and Tributary Area = 144 EE -10 lb L= 0.00" D= -0.0111 T= -0.01" 17-45 -282 1.25 / 0.10 sqft Vertical members exposed to wind: 51-26 23 -9 Ib RK .WE DHF CD= L/ IS." -272 1.25 18.45 .259 0.ZS / 0.10 / 0.08 24 -9 Ib IN HEM 51-26; T= 0.07" 20.48 -242 1.25 / 0.08 25 -175 Its CMICAL �U WRC 21.47 -227 1.25 / 0.09 28 -28 lb TC COMP. 1101. / 1-2 -259 I.BD / TENS. DUI. CSI L06 1.80 0.04 LS -48 -L14 I.LS 24.48 -IBB I.ES / 0.07 / 22 1.80 0.18 Truss designed to Rapport 1-0-0 top Chord OatlewlLers 2-2 •Z22 1.60 / 178 1.80 0.09 25-50 •I99 1.E5 / /3 1.80 0.13 and cladding load �+ not to exceed 10 PSF one face, and 2.4 -Los l.so / a•s 187 1.80 / 169 1: Go0.03 Iss 1.80 0.03 2e -so 150 l.so / 192 t.so o.os 2411 span opposite face. Top chord mast not be cat or S-6 -les 1.80 / 142 1.60 0.03 26-51 •130 1.25 / 68 1.80 0.47 notched. 6.7 -152 1.80 / 7./ -202 1.80 , 174 1.60 0.05 1.60 0.05 - - - - 17-11-8 s•e -Iso 1.so / ISO 16o L60 o.a 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 2 223 24 26 BUTTE COUNTY 9.910 -iso 1.60 / 10 -II •ISO 1.60 / Il -IL -Iso 1.60 / / leg 1.60 0.04 160 1.60 e.g. 160 1.60 O.a 10.00 -10.0 BUILDING DIVISION IL•D -130 Las 12-14 -150 91.60 , 14.15 -ISO 1.60 / 160 /.eo 0.05 lBg 1.80 O.gs 160 1.60 0.01 4X 3X6 1S•16 -142 1.60 / IS _11-142 1. So/ 161 1.60 0.06 161 1.60 0.05 APPROVED 17.18 -142 1.60 / 18 -IB •142 1.60 / 161 1.60 0.a 161 1. so 0.04 19-20 •9112 1.60 / lel 1.60 0.04 t- } + 20.21 •142 91.80 / L1-22 •148 1.80 / IBI 1.60 0.05 1B1 1.60 0.05 2.5X4 LL -L3 •175 1.60 / 23•P.4 -IBS 1.60 / 24.29 •146 1.6051 151 1.60 0.05 208 1.60 0.06 Il 1.60 0.04 9-1-1 9-1-1 25-26 •101 91.60 / {C COIR.(DOI. los 1.60 0.03 III (DUI.) CSI SHIP /l Z7-28 -106(1.60)/ 109(1.60) 0.03 29:33 5-3-0 74.55 O.Od 4X6 O(I.25)/ 0(1.60) 35-36 / 0.02 2 J 26.31 / 0.01 0-6-2 38-39 i 0.02 2.5X4 ao-41 i °o: os No. C 72160 41-51 IN COIR. DOB. / 0.01 / TEVS.(DU1. CSI 0-1-12 127 32-10-4 14-1-8 I z-ze laz 1.zs / sol.so o.oz STUB 28 29 30 31 32 33 3435 36 37 38 3940 41 42 43 44 45 46 47 48 49 50 STUB 3-28 •IBB 1.25 4-30 -155 4.25 5-31 -169 1.25 / 26 / 27 / 21 1.80 O.OL 1.80 0.05 1.60 0.08 CN{�-- P 8-32 -478 1.25 7-33 -245 1.25 / 19 / 1.80 0.12 0.24 TYPICAL PLATE : 1.5X3 OVER SUPPORT AS SHOWN 8-34 .174 1.29 / E(1.60) 0.06 QF 9-35 .219 1.25 910.36 -Z42 1.25 / 0.08 / 0.08 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 a., 'S' for Super 10.37 -260 1. ES / O.0B Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016 iz•38 •E70 I.ES / 0.10 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Arpf S CAA TM AL IFINC AN ITW COMPANY 120 N. Groat SW Pkwy. Grand Prairie. TX 76050 TRUSPLUS 6.0 VER: T6.5.20 "WARNINGI- READ AND FOLLOW ALL NOTES ON THIS DRAWING! *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Integers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Location shown to, permanent lateral restraint of webs shall have bracing installed per BCSI section B3. B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine. a division of IiW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the buss in conformance with ANSUTPI 1, or for handling, shipping, installation 6 bracing of trusses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TP/ 7 Sec.2 For more information sea this job's general notes page and these web sues: ALPINE: www alpImefjv� TPI: www tainst eras WTCA: W4ew Irdndtt,in ora ICC: www leesafe ora Cast: LEWIS WILLIAI[S DIB: Drive_ H_0220316_N0007 J00001 W0: Drive_M_0220316_L000 Dsgnr: AW #LC = 43 WT/PLY: TC Live 20.00 psf TC Snow(Pf) 0.00 psf TC Dead 14.00 psf BC Live 0.00 psf RC Dead 8.00 psf LiveDllr L=1.25 P=1.25 SnowDnr L=1.15 P=1.15 Rep Hbr End / Coup / Tens 1.00 / 1.00 / 1.00 O.C.Spacillg Z. 0- 0 Code: CRC -2013 IDEFL RATIO: L/Z40 TC: Job Name: SINGLE FAMILY RESIDENCE Truss ID: CAP1 Qty: 29 BEG 1 -LOC REACT SIZE REQ'D TC 2x4 DFL #1 4 Btr. Des1rp�eed per ANSI/TPI 1-2007 UPLIFT REACTION(S) I 0- S-12 968 3. S0" 1. SO" 1C 2x4 DFL' #1 t It- Fahricatioa Tolerance = 20.0% Support CIC Wind Non -Wind 2 17- 1-14 967 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -43 Ib 2 lb BAB DEFLECTION (sown) L/999 MM4-S (LIVE) LC 64 Ker (cm factor) = 2.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 825 for all bearings. -43 HORIZONTAL REACTIONS) I= -0.20" D= -0.27" T= -0.47" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on support 1 -189 Ib _= Jelat locaHw - loaded for 10 PSR mn-concurrent BCLL. testloogg and approval u regolred by IRC 1103 support 2 189 lb o- o e s- o• o 2 e- o- 0 7 a- o• 0 PLATING BASED ON GIM LUMBER VALUES. bottom in and AN and are reported is HSR -1118. This truss is designed using the ASCE7-10 Wind Specification 3 e- s-13 8 a- s-13 4 11- 1-10 9 11. 7.10 20 psf Live Load applied to chord accordance with IBC/IRC code provisions. P conformance with ANSUTPI I. or for handling, shipping, installation 8 bracing o1 trusses. tl Enclosed =Yea, 5 17- 7 -to to 17- 7-t0 2820 N. Great SW Pkwy. Grand Prairie, TX 76080 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - - Truss Location = Not End Zone CILMUL ii6ER Faeces. 7t mar. 7miS. (ooa csI THUSPLUS 6.0 VER: T6 . S . 20 For more inform ton see this fob's general notes page and these web sites: - - ALPINE:-eloineitw:cam: TPI: www.toinslora: WTCA: vnnv.ebcinduslrv.orp: ICC:-i-fe.ora Exo Category = C ft. Bldg Width-= 72.53 ft (aua.?/ 1-x -101 .2 xs3S{/ 69 Iso 0.48 B171g Length = 85.08 Bean roof height = 13.68 ft, h - 110 a•3 -815 t.is / leo 1.80 0.31 3.4 -875 1.115 / 160 1.60 o.a1 Occupancy Cat • II, Dead Load = 13.2 of roP cy eP r,Y P 4-s -lots 1.115 / 99 1.60 0.48 Designed as Bm o Ind Force Reaisti ng System Low-rise Coap•nents Cladding Rte mar. (sal.)/ 7DNS. DUI. tsi sad and Tributary Area = 35 sqft 6.7 / 683 1.x5 7.8 / 683 1.x5 7: 8-s / an 1.zs a.--- .49 0.99 0.96 TYPICAL FOR THIS JOB UNO: 9-m / an 1.25 0.49 RBFER TO ITW BCG'S standard detail u n cote, o.. / 7DNS. Due, 1sI for the pi -back standard x-7 -17a l.xs / 131 1.60 0.07 3-8 -124 �1.602{/ 711 I.LS O. ze connection info. Pi -back Caps gay a9 n7ej,.zs / ls1 0.07 sapportiog more than 24" of load may regmire additional connections and r 8-9-13 t 8-9-13t mast be verified by the Building 1 2 3 4 5 Desi��eer. Wind loads are based on the spoclmg shown. 10.00 10.0 • 'THIS CONNECTION REQUIRES PURLINS INSTALLED AT 24" O.C. OR LESS REGARDLESS 5X6 OF THE PURLIN SPACING SHOWN ON THE BASE TRUSS. PURLINS MUST BE INSTALLED PER TPI. 1.5X3 1.5X3 BUTTE COUNTY 7 4 5 7-4-5 BUILDING DIVISION ` SHIP5 2.5X4 2.5X4 APPROVED R:988 R:967 U:-43 U:-43 t 17-7-10 6 7 8 9 10 tNo. C 72160 5/6/2016 Cast: LEWIS W1LLILMS DIB: Drive_M_0220316_L00007 JO0001 W0: Drive_B_0220316_L000 Dsgnr: AW #LC = 65 Wf/PLY: 99 TC Live 20.00 psf LiveDor L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDar L=1.15 P=1.15 TC Dead 14.00 psf Rep Hbr Bad / Comp / Tens BC Live 0.00 psf 1.15 / 1,10 / 1.10 BC Dead 9.00 Pelf O.C.Spacilig " 2- 0- 0 ` Code: CRC -2013 IDEFL RATIO: L/240 TC: All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super -- . 18 Plates be Joint Detail Report. Circled false frame - Strength ga. are to positioned per pnates and plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusaea re7uire extrema ,,,In /abricaing, hl"lling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WrCA) for safety practices prior to performing these functions. Installers shall provide temporary bmdng per BCSI. Unless V TV noted otherwise, top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown rn r� r� for permanent lateral restraint webs shall have bracing installed per B3,87 or 810, as applicable. AOWY Plates to each face of truss and �� l�r��\V\I"III n Cherise.sections position as shown above and an the Joint Details report, unless noted otherwise. III'I� II 'Lrl_� Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI I. or for handling, shipping, installation 8 bracing o1 trusses. A seal on this drawing or cover page listing this drawing, Ind/cotes acceptance of prefesslonal englneerfng responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 76080 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - - Designer per ANSI/TPl f Sec.2 THUSPLUS 6.0 VER: T6 . S . 20 For more inform ton see this fob's general notes page and these web sites: - - ALPINE:-eloineitw:cam: TPI: www.toinslora: WTCA: vnnv.ebcinduslrv.orp: ICC:-i-fe.ora tNo. C 72160 5/6/2016 Cast: LEWIS W1LLILMS DIB: Drive_M_0220316_L00007 JO0001 W0: Drive_B_0220316_L000 Dsgnr: AW #LC = 65 Wf/PLY: 99 TC Live 20.00 psf LiveDor L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDar L=1.15 P=1.15 TC Dead 14.00 psf Rep Hbr Bad / Comp / Tens BC Live 0.00 psf 1.15 / 1,10 / 1.10 BC Dead 9.00 Pelf O.C.Spacilig " 2- 0- 0 ` Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: SINGLE FAMILY RESIDENCE Truss ID: CAPG Qty: 2 NBC 1 -LOC REACT SIZE REQ'D TC' 2x4 DFL #1 b ttr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 5.12 413 3. SO" 1.501 {C 2n4 DFL #1 i ttr. Fabrication Tolerance = 20.0% Support CIC Wind Non -Wind 2 6- 1-13 7703.50" 1.5011 WEB Zx4 DFL STANDARD Bearings designed for an FcPerp value of the 1 .14 lb , 3 11- 5-13 770 3.50" 1.50" Ear (creep factor) = 2.00 lesser of the truss chord lumber value or E -29 III 4 17- 1-14 413 3.50" 1.501' Refer to Joint QC Detail Sheets for 625 for all bearings. 3 -29 lb MAX DEFLECTION (spam) :Cq £actors and Rotational Tolerances. I1C/IBC truss plate values are based on 4 -14 Ib L/999 118M 11-12 (LIVE) LC 99 Leaded for 10 PSF non -concurrent Ku. testing and approval as required by IRC 1703 HORIZONTAL RBACTION(S) L= -0.08" D= -0.09" T= -0.15" Mark all interior hearing locations. and ANSI/TPI and are reported in R-1118. support 1 -189 lb -__ )•lot 1-tim o I o• o. 0 14 0.0• o Permanent bracing is required to Install interior support(s) before erection. support 4 -189 Ib L L• 1.13 16 2- 1-13 ppreveat rotation/toppling. See iCST ANSI/TPI 1. Building designer shall verify gable loads loads, if This truss Is designedusing the ASCIT-10 Wind Specification a s- s-13 16 a- s-13 4 4- s-13 n 4- a -1s and PLATING BASED ON GREEN LU)MER VALUES. and eave applicable. +1 le bract required • 42" intervals, [ B� ug dela B1 Enclosed = Yes, Bldg s s- 1.1a 16 6- 1-1i B7. 3.13 le 7-3-13 Not designed for attic storage unless if exposed to wind load applied to face. 7rvsa Location Not End Zone 7 B• B-13 xo s- 3.13 3 B Io- s-13 L1 1B- 1.1 noted othermise. See IM0619 Gable Bracing Details. HNP Category = C t 711 g Length = 6S.08 ft, Bldg Width = 72.33 ft B 11• s•1a IS 11- 5-I1 Refer to DWG P3115101014 earl/or PB180101014 = Henn roof height 13.68 ft, h = 110 10 12- B-13 z, tz-e•13 1l 14- 1-13 1a 14- t -1a for piggyback details. Brace top chord of e Occupancy Cate TI, Dead Load = 13.2 psf Designed m WWind Force Resisting System 12 15- 5-13 25 IS- s-13 support tress with 2%4 potline spaced 24" o/c as n - Lom•rise and Components and Cladding 1� L 11WER FONTS 7•10 �. Align upper a� lower tresses and Tributary Area = S4 sqft TC tn1v. SUR. / Tots. BUR. CSI support upper truss on the purlins. Truss designed to support 1-0-0 to chord outlookers PP P 1-2 -L67 2.3 -248 1.25 1.23 / I20 1.60 0.18 / 106 1.23 0.26 and cladding load not to exceed 10 PSF one face, and 3-4 -226 1.25 / I59 1.as O.Es 24" span opposite face. Top chord most not be cot or 4.5 •E06 1.25 / LOT 1.E5 O.L9 notched. 5.6 -327 6.7 -288 as 1.15 / 34 1.25 0.23 / 8a 1.25 0.10 7-8 -Ea8 I.ES / 63 1.25 0.10 8•B -327 B-10 -L08 1.25 1.L5 / 34 1.15 O.L3 / L07 I.LS 0.16 10.11 -826 1.15 / 159 1.25 0.L3 II.1Z -746 12-33 -267 I.ES 1.13 / 108 1.25 0.26 / 1L0 1.60 0.18 - 1 2 3 4 _ 5 6 7 8 9 10 11 12 13 sc aHP tn. / m. cs1 'Ni1 1-10 cill 14-33 -1ss 1.80 / 1.60 0.30 15.16 •135 Leo / u1 1.80 0.11 16.17 •135 1.60 / 241 1.60 0.11 11 -IB •115 I.80 / 291 1.80 0.78 18.18 -135 1.60 / 741 1.60 0.38 18.26 -135 1.80 , 241 1.80 0.08 10-21 -135 1.80 / 741 1.80 0.08 21.22 •135 1.60 / L41 1.80 O. SB 'q��r/ BUTTE COUNTY Ia•23 •135 1.60 / 741 1.60 0.38 L3.24 -133 1.60 , 241 1.60 0.31 /fit -135 1.60 / 241 1.60 0.31 �p7 BUILDING DIVI�r/l!/ N 25-25 ES -Z6 -315 1.60 / r411.80 0.30 n ate. Gua. / TM. 0m. CSI 2-15 -85 I.Es / E6 1,60 0.01 7 4-5 7�-5 &2X4 SHIP APPROVED 3.1s -ss 1.zs / 14 1.80 0.01 4-17 -BB 1.25 / EI 1.60 0.0E 8-te -408 1.13 / aB 1.80 0.16 6-18 -103 t.2S / 17 1.60 0.06 7-20 •87 1.25 / 43 1.ES 0.07 8-21 •l0E 1.25 / 17 1,60 O.OB e -z2 -406 /.zs / se 1.60 0.16 2X4 10.29 -B8 1.25 / EI 1.80 0.0E 11.24 -69 LES / 14 1.60 0.01 12.25 •65 1.25 / 28 1. So 0.01 _ nv�01 _ 7YA .. .. 8:413 6:770 8771) f2:413 U:-14 U:-29 - U:-29- - U:-14 r 17-7-10-- 14 15 16 17 18 19 20 21 22 23 24 25 261 TYPICAL PLATE: 1.5X3 OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Siren gth20ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/201 6 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses require extreme -,in fabricating, handin0: shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bradng per BCSI. Unless ra noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown rr �� r� rt for permanent shown a restraint n webs shell have bracing installed per BCSI sections 83, 87 or 870, as applicable. Apply plates to each face of trust and III IIS � IUI��\V\I.III position as shown above and on the Joint Details repo*, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANStrrPI t, or for handling, shipping, installation 8 bracing of trusses. + A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 7820 N. Groat SW Pkwy. Grand P.111a, TX 75050 solely for the design shown. The suitability and use of this drawing for any structuress the responsibility of the Building - - Designer per ANSI/fPl1 Sec.2 TEUSPLUS 6.0 VER: T 6.5.20 For more informer=on see this job's general notes page and Nese wobsit-- & X: RZWIM waa4.aa313 DIB: Drive _M_0220316_L00007,J00001 W0: Drive_M_0220318_L000 Dsgar: AW #LC = 109 WT/PLY: 14 TC Live 20.00p If LiveDnr L=1.25 P=1.25 TC Snow(Pf) 0.00 psf So.:= L=1.15 P=1.15 TC Dead 14.00 psf IRep ilbr End / Comp / Tens BC Live..0.00 psf .. .1.00 / 1.00 / 1.00 BC Dead 8.00 psf O-C.S1.paci'ng 2- 0- 0 Code:-- CRC -2013.. Job Name: SINGLE FAMILY RESIDENCE Truss ID: G01 Qty: 6 ERG 1 -LOC BBACI SIZE REQ'D TC 2x6 DFL #2 Designed per ANSI/TPI 1-2007 HORIZONTAL REACUON(S) 1 0- 1-12 1521 3.50" 1.82" Zz4 DFL #11 :tr. 1-21 8.9 Fabrication Tolerance = 20.0% support 1 237 ib 2 21-10. 4 1522 3.50" 1.62" BC 2z4 DFL #1 1 Btr. Bearings designed for an FcPerp value of the support 2 237 Ib KAI DBFLMION (spa.) WEB 2z4 DFL STANDARD lesser of the truss chord lumber value or This truss is designed using the L/999 M 13-14 (LIVE) LC 42 TIE BEAR 2z4 DFL STANDARD 625 for all bearings. ASCET-10 Wind Specl ficatimn L= -0.21" D= •0.24" T= -0.45" ATTIC WE 2.4 DPL STANDARD Rcr (creep factor) = 2.00 Bldg Enclosed = Yes, __ )•tat L-tim o SIR BLB 226 DFL #2 Refer to Joint QC Detail Sheets for Truss Location = Not End Zone 1 o- o- 0 11 4- 6. 0 Attic room load = 45 psf, plas any added C factors and Rotational Tolerances. B� Category = C z +• 6- o t2 6- 9-1x loads indicated. Room LL Deal. is L/360. 11C/IBC truss plate values are based an Bl4g Lennggth - 65.08 ft, Bldg Width = 72.33 ft a 6- 9•tz 13 a-tt- s Landed for 10 PSF son -concurrent ICU. testi and royal as fired b IBC 1703 tleam rwF height = 14.78 ft, ■ b = 110 a 6- x- 1 14 Il- o• o aFP regn yy gh s n- o- 0 15 13- o- a Attic collar tie requires lateral restraint and ANI/TPI and arc retQorted in RSR -1118. Occupancy Cateeg8ory II, Dead Load = 13.2 psf e 12. 9.15 to Is • x- 4 shown plan bracisg at the panel paints of PLATING BASED ON 61IEEN LUMBER VALUES. Designed as Rain ®ind Force Resisting System 7 Is- z- 4 17 17- 6• o the collar tie (unless noted otherwise), 20 psf Live Load o plied to bottom chord in - Low-rise and Components and Cladding a 17- 6- 0 19 xa- 0. 0 or rigid sheaths is required. accordance with IS IRC code provisions Tribut Area = 44 eft s z2- o- o le 11• o. o g m8 rcgw P ..... __LOAD CASE #i DESIGN LOADS ________________ caame- Ii6an nKn, Dir L.Plf L. Loc R.PIf R.Loc l.L/TL 7t atv. Due. / TENSjoU1.) CSI TC Vert 84.00 - 1- 0. 0 84.00 0- 0- 0 0.48 t -z -1963 1.x5 / 0.16 x-3 -1671 1.x5 / 0.69 TC Vert 68.00 0- 0- 0 68.00 6- 9-12 0.59 a-4 -1186 I.zs / 0.63 TC Vert 88.00 6- 9.12 88.00 8- 0- 0 0.45 +-s •46 1.60 / zae(l.zs) 0.7+ 7'C Vert 88.00 9- 0. 0 68.00 13- 0- 0 0.59 5-6 -47 I.BO / 239 1.251 0173 TC Vert 88.00 13- 0- 0 88.00 1S- 2- 4 0.45 6-7 •1194 1.x5 / 0.84 7.8 -1876 1.25 / 0.69 7'C Vert 98.00 IS- 2- 4 88.00 t2- 0- 0 0.59 8.6 •196+ I.xS / 0.16 TC Vert 84.00 22- 0- 0 64.00 23- 0- 0 0.48 tC Vert 18.00 0- 0. 0 18.00 6- 9.12 0.00 ce C01P.(DU1.)/ 'ole• DUs. CSI BC Vert 106.0.1 8- 9.12 108.00 IS- 2- 4 0.75 10-11 / 1+37 1.25 0.34 it 'I / I440 1.x5 01+51 BC Vert 16.00 is. 2- 4 16.00 Z2. 0- 0 9.99 1x•13 / 1672 1100 0.511 4-6 V 20.00 9- 0. 0 20.00 13- 0. 0 0.00 13.14 / t79a 0.90 0.48 .Type... lbs T.Loc LU/TL Fastener 13-1+ -731(o.90)/ lea 1.60 0.. 7C Vert 0.0 0- 1-12 1.00 14.15 / 1793 11.90 0.+8 14-151-7o4(o.eo)/ los 1.510 0.28 11-0-0 11_0_0 TC Vert 0.0 21.10- 4 1100 t5-16 / teat 1.60 0.20 BC Vert 53.0 6- 9-12 0.00 1e-/7 / 1441 1.x5 0.44 1 2 3 -4 5 6 7 8 9 BC Vert 53.0 15- 2- 4 0.00 17-19 / 1+38 Lz5 0.34 Ix-I3-lag(1.60 / 393'1 .as 0.29 - 10 00 10 00 -10.0 -10.Oa IS -16 -76(1.611)/ 478l.zs 0132 DB COtlP.(OU[. / TBNS. DU1. CSI 6X10 2-11 -139(1.603/ 75 1.25 0.03 2-12 -49+ 1.x51.60 0.14 IT / 7921.00 0.73 3X6 3X6 COUNTY 7.16 75. 1.00 0.71 BUTTE 9 16 •aso(l.zs)/ I4a 1.510 0.14 8-17 -I4E 1.60 / 76 1.25 0.03 [1 COMP. (DUI. / T®V5.(DU1., a1 2'5X4 19 2'5X4 BUILDING DIVISION 4.19-Isa+(1.2s3/ 0.27 1.5X3 19.8 •1544(I.ES)/ O.E7 9_6_1'1 APPROVED ® B ®` / C AF COBP.(DU1.)/ TMS.(DU1.) CSI 7X8 7X8 10 4-9 A CB- BR V G. 19-5 / 64 o.eo 0.04 7-0-0 SHIP 4X6 4X6 S I 0-4-11 1.5X3 2.5X4 2.5X4 1.5X3 0-4-11 4X6 2.5X4 7X10 B2 �OMS1Qti� 81 B-1-0 R:152 R 1522 T. TigN R:1521 U:.. 531 534. U: �1 22-1- " - �10 11 12 13 14 15 16 17 181 _- - No. C 72160 268 - Homewood Truss !�V (CA) ra _ AN ITW COMPANY 2828 N. Graaf SW Pkwy. Grand Prairie, TX 76858 TRUSPLUS 6.0 VER: - 76.5.20 � CNiL P All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 9a., "S" for Super - _--•-_---•_- Strength 19 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - -- • -- -- - - •C c rl ^c - - - - are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. JI VI20 1 V **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cast: LEWIS WILLIAMS "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_!1_220318_L00007_J00001 Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Drive_M_0220318_L000 Safety Information, by TPI and VJTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgar: AW #LC = 84 WI/PLY: 196 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 LiveDur L=1.25 P=1.25 for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,87 or BIO. as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. TC Snow(Po psf 0.00 psf SnoWDar L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bad / Comp / Teas conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing. or cover page llsting.thls drawing, Indicates acceptance of professional englneedng responsibility -- -BC Live 0.00 psf 1.15 / 1.10 / 1.10 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 6.00 psf " 0. C. Spacing ` 2--0- 0 - Designer per ANSI/rP/ 1 Sec'2 -For more information see this job's general notes page and these web sites: At PINT www.almneilw.nem'TPI'www.teinstere'WTCA'www.xbdnduvtrv.aro-ICC'www.icceafe.ate .Bid Code: g e: CBC -2013 'DEFL RATIO: L/240 Ti: L/24 Job Name: SINGLE FAMILY RESIDENCE BBC 1 -LOC REACT SMREQ'D TC $z6 DFL 82 1 0- 1-12 1437 3.50" 1.53" 2x4 DFL 81 4 Btr. 1-2, 8-9 2 21.10. 4 1522 3.SO" 1.62" BC 2x4 BYL 41 8 Btr. BAH DEFLECTION (span) : WEB 2z4 DFL STANDARD L/927 BBB 16-17 (LIVE) LC 44 2x4 DFL 41 1 Btr. 12.3, 16.7 L= .0.28" D= .0.17" T= -0.45" TIB BEAM 2x4 DFL STANDARD --- plat l-tiaaa o 1 o- 0 o n 4- e- o ATTIC WB 2.4 DFL STANDARD STH BU 2z6 DFL 42 L 4. 6-• 0 1x 6. 9.12 IBC/IBC trams plate values are based on 3 6- 9-1z 13 a-11- a 4 s• z• 1 u u- 0- o testi and approval u required b IBC 1703 PP 5 u- 0- 0 15 13- 0- 8 and AN I/TPI and are "ported in R-1118. 6 12. 8.15 /6 15- z- 4 PLATING BASED ON GREEN LUMBER VALUES. 7 15- z• 4 17 17- 6- o + + + + + + + ++ + + + + + + + + + + + + + e a 0. 0 le 1z- o- 0 e z2• o• 0 19 11- o- o Designed for 2.0 R lbs dr lead applied H8 PP le D• o- o i bar zmntally in either direction to the top CKMCAL KOM FORCES, chord panel pointe, with dead + 0 % live TC CONT. DON. / T1NS.(DU1.) CSI lands vsimg loud duration = 1.66. 1.2 •186, 1.25 / 0. to z-3 -1871 Lxs / 0.67 Borizental reaction = 2.0 B Ills at each 3.4 -1196 1.zs / 0.63 bearing individually. Connection by others. 4.5 -3791.60 / 419(i 60) 0.73 ++++++++++++++++++++++ 5-B 6.7 -382 1.80 / .1194 l.zs / 42A 1.80 0.73 0.63 7-8 .1877 l.xs / 0.68 8-9 -1964 l.xs / 0.19 RC CO2F. (DUt. / TESS. DUN. cSI 10-11 -7ao(1.60 / xos4 l.so o. a4 11-12 IL-13 -7L6 1.60 / -881 1.80 / 203L 1.60 0.68 1880 1.00 0.55 13-14 / 1771 0.90 0.48 13.14 •719(0.90)/ 7L1 1.60 0.33 14.15 14.15 / -682(0.80)/ 1771 0.90 0.48 720 1.80 O.xB 15.16 •637(((((1.603)))/ 1830 1.00 O.SS 18-17 17.18 •728 1.80 / -738 1.60 / 2 I 1.80 0.38 x044 1.60 0.34 1L-13 -642 1.60 / 818 1.80 O.LB IS -IB -588 1.60 / "1,1,60, 0.32 O DOXr. (DUN.)/ 71E5. DUt. GSI z-/l -2I5(I.603/ 236 1.60 0.08 2.12 3-12 -788i(1.60 / / 4L8 1.60 0.84 784 1.00 0.40 7-16 / 781 Loo 0.41 8-16Oso I 1.60 0.xs B-17 -LLE 1.60 / LBs 1.60 0.08 Is COIR.(Dua.)/ 78N5. (Due.) csI 4-19 -1543 Lxs / 0.x7 19-6 -1543 1.25 / 0.27 AF CoxP.(DU1.)/ TINS. CSI 19-5 / OD1 64(0.80) 0.04 9-6-1 Truss ID: G02 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the t/asa chord lumber value or 625 for all bearings. Her (creee factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Attic room load = 45 psf, plan .any added loads indicated. Room LL Den . is L/360. loaded for 10 PSF non -concurrent BCLL. Attic caller tie requires lateral restraint shown plus bracing at the penal points of the collar tie (unless noted otherwise), or riggid sheathing is required. 20 Its Live Load a plied to bottom chord in accordance with 13 /11C code provisions. 11-0-0 11-0-0 '1 2 3 4 f5 6 7 8 91 1r D.DD F D.00 17X87X87 6X10 n2.5X42.5X4 10 0 0 SHIP 4X64X6 2 2 0-4-11 1.5X3 2'5X4 2.5X4 2.5X41'5X3 0-4-11 4X6 8-1-0 B2 6-11-8 B1 ' ' W:308 W:308 I I R:1522 U R:1437 534 534 U: _ 0-0 VIP 10 111 12 13 14 15 15 17 18 8 BORMNTAL REACTION(S) support 1 1899 Ib sapport 2 2000 lb This ttass is designed using the ASCET-10 Wind Specification Bldg Enclosed = Yes, Truss location = Not End Zone BldgCategory = C Length = 65.08 ft, Bldg Width = 72.33 ft Bean roof height = 14.78 ft, ■/b = 110 Occupancy Category II, Dead Load = 13.2 psf Designed va Baiu Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 44 sgqft .......... LOAD CASE 41 DESIGN LOADS ---------------- Dir L.PIf L.loc R.PIf R.Loc LL/TL TC Vert 68.00 0- 0. 0 68.00 6- 9-12 0.59 TC Vert 88.00 6- 9.12 88.00 B- 0- 0 0.45 TC Vert 68.00 B- 0. 0 68.00 13- 0. 0 0.59 TC Vert 88.00 13- 0- 0 98.00 15- 2- 4 0.4S TC Vert 68.00 15- 2. 4 88.00 22- 0- 0 0.59 TC Vert 84.00 22- 0- 0 84.00 21- 0- 0 0.48 K Vert 16.00 0- 0- 0 18.00 6- 9-12 0.00 BC Vert 106.00 6- 9-12 106.00 IS- 2- 4 0.75 BC Vert 16.00 15- 2- 4 16.00 22- 0- 0 0.00 4-6 V 20.00 9- 0- 0 20.00 13- 0- 0 0.00 'T1'�.�ee Ihs H.Loc LL/TL Fastener Tc Yet 0.0 21.10- 4 1.00 BC Vert 53.0 6- 9-12 0.00 BC Vert 53.0 IS. 2. 4 0.00 BUTTE COUNTY BUILDING DIVISION APPROVED All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for Hi h Strength 20 ga., "S" for Super .---_-_- -- - - - ----- Strength 18 a. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates _ are Pbeftoned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewoodruss **WARNING!"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v V Trusses re quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers.hall provide temporary bracing per SCSI. Unless 1M noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ��� r� ri r� for permanent lateral restraint and n the J shall have bracing installed per Cher sections B3,87 or 870, as applicable. Apply plates to each face of truss and �\ I I III��� position as shown above and on the Joint Details report, unless noted otherwise. u v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSITrPI 1, or for handling, shipping, installation 6 bracing of trusses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Groat SIN Pkwy. Grand Prairie, TX 76050 solely for design shown. The suitability and use of this -drawing for any structure Is the responsibilify'of the Building' - DesignerperANSYTPI7 Sec.2 TRUSPLUS 6.0 VER: T6. $ ZOFor more information see this job's general notes page and these web sites: ALPINE: wwew.etoineitwearn: TPI: werve tetarrLara: WTCA www she ndustn or, ICC: www, i-afe are - --- - - - -- Cast: LEWIS WILLIMS DIB: Drive_B_0220316_L00007_J00001 WO: Drive_M_0220316_L000 Dsgnr: AW #LC = 88 Wr/PLY: 194 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDor L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Brad / Coup / Tens BC Live 0.00 psf __ 1.15 / 1.10,t 1.10: -_ K Dead ' 8:00 psf - O.C.Spacing '2- 0='0 " - ' Code: CRC -2013 IDBFL RATIO: L/240 TC: L/2401 Job Name: SINGLE FAMILY RESIDENCE Truss ID: GOG 156(t/.60 0.03 (CA) 0D1W(i Qty: 1 BRG R -LOC REACT SIZE REQ`D TC 2x4 DFL 01 a Btr. Web bracing required at each location shown. UPLIFT REACTION(S) 0.01 O.OI 1 0- 2. 0 210 4.05" 1.50" BC 2x4 DFL 81 A Btr. ® Refer to BCSI for proper required lateral Snpport CIC Wind aze 1.25 / Non -Wind 2 1- 4- 0 155 3.50" 1.50" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, 1 •39 Its 0.01 3 2- 8- 0 154 3.50 1.50" Deslpped per ANSI/TPI 1-2007 see 171111 standard details. 2 -65 Ib 31-32 4 4- 0- 0 167 3.50" 1.50" or Iddesigned for an FcPe value of the Fabrication Tolerance = 20.0% 3 -16 Ib Co"* DUs. / S 5- 4- 0 181 3.50" 1.50" lesser of the truss chord lumber value or Bcr (creep factor) = 2.00 4 -13 Ib -133 1.25 / 6 6- 8. 0 197 3.50" 1.50" 625 for all bearings. Refer to Joint QC Detail Sheets for 5 =6 lb' 1111.66 6.15 T B- 0- 0 218 3.50" 1.50" IMC/IEC truss plate values are based on Cq factors and Rotational Tolerances. 6 -7 lb B 9 9- 8. 0 lT- 0. 0 277 177 3. SO" 1.50" 3.50" 1. s0" testing and approval as required by IBC 1703 Loaded for 10 PSF non-ro�orrent BCL1.. 7 -7 Ib lb 10 12- 6- 0 277 3. S0" 1.50" and AN TPI and are reported In R-1118. Permanent bracing is required to Nark all interior hearing locations. Install interior so before erection. 8 9 -9 -30 I► 11 14- 0. 0 218 3.50" 1.50" rotation/toppling. See ports) Building designer shall veritji loads 10 -9 16 12 13 l5- 4- 0 I8- 8. 0 197 181 3.50" 1.50" 3.50 1.50 prevent gCSI and ANSI/TPI 1. gable and eave loads, if applicable. 11 -7 Ib 14 18- 0. 0 167 3.50 1.50 PLATING BASED ON GREEN LUMBER VALUES. [+] gable bracing required 0 42" intervals, 12 •7 Ib 15 I9- 4. 0 154 3.50" 1.50" HORIZONTAL REACTION(S) if exposed to wind load applied to face. 13 -6 Ib 18 20- 8- 0 I55 3.50" 1.50" support 2 134 16 uppo See CG's Gable gracing Details. 14 •13 l► 17 21-10. 0 210 4.05" 1.50" support 18 -134 Ih This tress is designed using the IS -16 Ih MAX DEFLECTION(sppan) Not designed for attic storage ®less ASCE7-10 Wind Specification 16 •65 16 Ib L/899 MHM 9-10(LIVE) L= 0.00" D= 0.00" LC 1 T= 0.00" noted otherwise. Bldg Enclosed = Yes, Truss Location = Not End Zone 17 -39 CRITICAL I EMM FORCES; flip Category = C TC Cox,. OUR. / TENS. OUR. CSI Bldg Le h - 65.08 ft, Bldg Width = 72.33 ft 1-z .1 1.60 / 1511 1.60 0.01 Mean roof height = 14.78 ft, mph = 110 2.1 s-4 -210 1.60 / las 1.60 / Its 1.60 0.02 Bo 1.60 0.02 Occapaary Cat o II, Dead Load = 13.2 psf 4-s 5-6 au 1.25 / 1.25 / 77 1.60 0.02 64 1.110 0.01 Designed as da n ind Force Resisting System -Low-rime and Components and Cladding 6-7 7-8 -122 -127 1.25 / .114 1.25 / 50 1.60 0.03 86 1.60 0.05 Tributary Area 72 sqft Truss designed to support 1-0-0 top chord ontlookers e-9 .153 1.25 / 115 1.eo 0.01 and claddingload not to exceed 10 PSP one face, and 8-10 10-I1 -153 1.35 / -134 1.21 / 115 1.60 0.os 86 1.60 0.as 24" span opposite face. Top chord must not 6e cat or 11.12 -127 1.25 / 50 1.60 0.03 - - - .0tched" lzas -lzz l.as / 64 Iso 0.03 2 3 6 8 9 0 2 3 14 15 tO 12x4 l4as 15.16 -u2 1.x5 / -las ls0 / -230 1.60 / 77 1.50 o.oz so l.so 0.02 us 1.so 0.0210 00 1 16.17 -zea 1.60 / 156(t/.60 0.03 (CA) 0D1W(i T(i le�le 80)i eti� o�os -190 1.25 / -los l.zs / 19.28 20-21 / 0.01 O.OI -121 1.25 / 2112 / 0.01 -104 1.25 / -1261.25 / 22.23 23-24 / / O.O - 0.01I aze 1.25 / 24-25 / O.OI Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in 25.26 / 0.01 - conformance with ANSUrPI t, or for handling, shipping, installation S bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 27.28 / 0.01 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building 28-28 / O.OI DesignerperANSI/TPI 1 Seat 29-30 30.31 / / 0.01 O.O For more information see this job's general notes page and these web sites: , - ALPINE' w alDineitw.com:TPI:www.tolnstcin.WTCA waw.abeinduetrv.ora:ICC:w iccsafe.ora 31-32 / 0.01I 32-33 33-94 / •100(1.60)/ O.OI ' 134(1.60) 0.05 Ia Co"* DUs. / ,-(OIm. CS1 ZXQ 2-1B -I04 I.25 / 63(1.603 0.02 S 3-20 -133 1.25 / 35 1.603))) 0.02 0-4-11 4.21 -145 1.25 / 11 1.60 0.03 5-22 e-23 •160 1.25 / -176 1.25 / ES 1.60 0.06 IB 1.60 0.10 7.24 -1131.251 1111.66 6.15 8.25 -126 1.25 / 0.14 5X6 5X6 6.26 10-27 -122 1.25 / -126 1.25 / 45(l.60) 0.06 0.14 (CA) 11-28 12-29 -193 I.LS / -it 1.25 / IB 1.80 O.I6 19 1.90 0.10 r1- ry- Is-20 - 4-31 -190 1.25 / -los l.zs / LS 1.90 0.OB 11 1.90 0.03 ^ ' _ 8 9 20.2 -22 23 2 2 26 27 28 29 30 31 32 15-3E -121 1.25 / 15 1.00 0.02 L=1.25 P=1.25 19-33 9.25 -104 1.25 / -1261.25 / 89 1.90 0.0E 0.14 -- 10-27 aze 1.25 / 0.14 $aOWDnr L=1.15 P=1.15 III Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf OVER CONTINUOUS SUPPORT - AN ITW COMPANY conformance with ANSUrPI t, or for handling, shipping, installation S bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live - . 0.00 psf TYPICAL PLATE: 1.5X3 BUTTE COUNTY BUILDING DIVISION APPROVED T. No. C 72160 * CN11- P OF CgL1F _ All connector plates are ALPINE Wave 20 ga., unless preceded by'" H" for High Strength 20 ga., "S' for Super - -= �=_ --=- - - - _ --- - - - • - "_ - -' Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Rates and false frame plates ion as shown above. Shift gable stud plates to avoid overlap with structural plates. - - 5/6/2016 - 268 - Homewoodruss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING/ Cast: LEWIS WILLIAHS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0220316_L00007�00001 Tresses require eMreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Drive_M_0220318_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BC51. Unless Dsgnr: AW OLC = 40 Wr/PLY: 221 v V iN noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown L=1.25 P=1.25 rr r� rt for permanent restraint webs shall have installed per BCS/ sections B3, BI,, 610, ea applicable. Apply plates to each lace of trots and TC Live 20.00 psf LiveSnowDtlr IIS IUr��\V\I-III �� shown ab n report Position as shown above and on the Joint Details repod, unless noted otherwise. TC Snout P 0.00 sf ( f $aOWDnr L=1.15 P=1.15 III Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Kbr End / Comp / Tens - AN ITW COMPANY conformance with ANSUrPI t, or for handling, shipping, installation S bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live - . 0.00 psf 1.00 / 1.00 / 1.00 . 2820 N. Groat sw pkwy. Grand Prairie, Tx 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf O.C. Spacing 2- 0- 0 DesignerperANSI/TPI 1 Seat _TEUSPLUS -6.0 �B: T6.$.2O For more information see this job's general notes page and these web sites: , - ALPINE' w alDineitw.com:TPI:www.tolnstcin.WTCA waw.abeinduetrv.ora:ICC:w iccsafe.ora Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/241 Truss ID: GT1 Designed per ANSI/TPI 1.2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPery valne of the lesser of the Crass 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-coacarrent BOLL. Drainage shall be provided to avoid ponding. Building designer shall verily gable loads and eave loads, if applicable. [+[ gable bracing required 0 42" intervals, If exposed to wind load applied to face. See TTWRCG's Gable Bracing Details. 1 2 3 900t1 1 2.5X4 Qty: 1 Rpepgqpuyyired bearing widths and bearing areas DPLIR whucTION(S)ot supported in a hanger. Support C&C Wind Nan -Wind 1 -194 Ib 2 -194 lb HORIZONTAL REACTION(S) support 1 -113 lb rapport 2 .113 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Trusts Location = Not End Zone Rap Category = C Bldg Length = 65.08 ft, Bldg Width = 72.33 ft Eean roof height = 12.00 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Naso Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 29 sgft Vertical aemberts exposed to winds 5. 3 ----------LOAD CASE S1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loe LL/TL TC Vert 68.00 0. 0- 0 68.00 .3-10- 8 0.59 BC Vert 16.00 0- 0- 0 16.00 3-10. 8 0.00 „ ''tyry•ppee lbs %.Loc LL/TL Fastener 1'C•Ye••• stgoo .0 1-11- 4 0.48 BUTTE COUNTY BUILDING DIVISION APPROVE® Job Name: SINGLE FAMILY RESIDENCE 2.5X4 BBB I -LOC REACT SIZE REQ'D TC 2X6 DFL 02 1 0- 1-12 613 HE 1.50" BC 2X4 DFL 01 & Str. 2 3- 8-12 613 HGR 1.50" WEB 2X4 DFL STANDARD BRG BANGER/CLIP NOTE GBL Bis 2.4 DFL STANDARD Rcr (creep factor) = 2.00 *MUS26 6 6 2 •HUS26 IRC/DC truss plate values are based on S rt Correction a)/ era are nppo ( () mt desiggnned for hurizon al loads. testing and approval as required by IBC 1703 and ANSI/•TPI and are reported in SSR -1118. SEB SINPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Persament bracing is required to See MAX DEFLECTION (span) : Eprevent rotation/toppling. CSI and ANSI/TPI 1. 2/989 t®1 4-5 (LIVE) LC 49 PLATING BASED ON GREEN LUBBER VALUES. U:-.194 14 5'- L=-0.01" D= -0.01" T= -0.02" End verticals are designed for axial loads E1.WB DBP CRITERIA :L/120 only, unless noted otherwise. No. C 72160 IN MEN S. 3; T= 0.02" Not designed for attic storage ®less _= J•iot 1-tim - i o• o- 0 4 0- 0. 0 noted otherwise. Z t•ll- 4 5 3.10. 8 _ - 3 3-10- 8 CRMCAL MMER FORCES: TC COOP.(DOR.)/ TENS. DUI. CSI All connectorlates are ALPINE Wave 20 a., unless receded by'H° for Hi h Strength 20 o., "S' for Super Strength 16 Plates are to be per Joint Detail Repo Circled Circled and false frame 1.2 0(1.803/ 0 0.80 O.o4 - - 2-9 53(1.60 / 57 1.60 0.04 - IC CONP.(DUI.)/ TESS.(DIR.) CSI - are positioned as shown above. gable stud plates avoid overlap with structural plates. - 4-S / Z44 1.25 0.12 DDR. / TWi4.(DOR.) CSI Ia to 78i **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! - 1.4 -88 1.25 / 19(1.60) 0.02 (CA) 2.4 -SSD 1.25 / 0.15 . 2-5 -550 1.25 / 0.15 DIB: Drive_1_0220318_L00007_J00001 3-5-89 1.25 / - 19(1.60) O.zo y Truss ID: GT1 Designed per ANSI/TPI 1.2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPery valne of the lesser of the Crass 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-coacarrent BOLL. Drainage shall be provided to avoid ponding. Building designer shall verily gable loads and eave loads, if applicable. [+[ gable bracing required 0 42" intervals, If exposed to wind load applied to face. See TTWRCG's Gable Bracing Details. 1 2 3 900t1 1 2.5X4 Qty: 1 Rpepgqpuyyired bearing widths and bearing areas DPLIR whucTION(S)ot supported in a hanger. Support C&C Wind Nan -Wind 1 -194 Ib 2 -194 lb HORIZONTAL REACTION(S) support 1 -113 lb rapport 2 .113 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Trusts Location = Not End Zone Rap Category = C Bldg Length = 65.08 ft, Bldg Width = 72.33 ft Eean roof height = 12.00 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Naso Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 29 sgft Vertical aemberts exposed to winds 5. 3 ----------LOAD CASE S1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loe LL/TL TC Vert 68.00 0. 0- 0 68.00 .3-10- 8 0.59 BC Vert 16.00 0- 0- 0 16.00 3-10. 8 0.00 „ ''tyry•ppee lbs %.Loc LL/TL Fastener 1'C•Ye••• stgoo .0 1-11- 4 0.48 BUTTE COUNTY BUILDING DIVISION APPROVE® 2.5X4 �toFT. 2.5X4 B1 1 T. TqN *MUS26 6 6 W'308 W:308 R:613 3_10_8R:613 U:-.194 14 5'- _ No. C 72160 TYPICAL PLATE: 1.5X3 _ - �} cfvn. P - .Q�� CAUFd� • All connectorlates are ALPINE Wave 20 a., unless receded by'H° for Hi h Strength 20 o., "S' for Super Strength 16 Plates are to be per Joint Detail Repo Circled Circled and false frame - positioned plates ga. plates•5/6/2016 Shift to - - are positioned as shown above. gable stud plates avoid overlap with structural plates. - Z68 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Coat: LEWIS WILLIAMS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_1_0220318_L00007_J00001 y handling, shipping, installing and bracing. Refer to and follow latest edition of BCSI (Building Component Tes require extreme care in fabricating, handow N -O: 1_0220316_LD00 Safruss ety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless DBgarAW #LC = $1 WT/FLY: 57 r: AW ra noted othemise, top chord shall have property attached structural sheathing and bottom chord shall have a property anached rigid ceiling. Locations shown face truss TC 20.00 ppsf LiewDar L=1.25 P=1.25 r� rt � IU��\V\LIII ALM for permanent lateral restraint n webs shell have bracing installed per SCSI sections 83. B7 or 810, as applicable. Apply plates to each of and Position as shown above and an the Joint Details report unless noted otherwise. TC S[10N P 0.00 sf Snew( f SoOwDar L=1.15 P=1.15 �/--/-ul Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 prof Rep Ubr Bad / Comp / Tens • AN ITW COMPANY conformance Win ANSIrrPI 1, or for handling, shipping, installation 5 bracing of trusses. - A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility , - BC Live ._ .0.00 psf- 1.00./, 1.00. /-1.00 - .. . - 2820N. Graaf SWkwy. Grand Preide, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building ^' _ --` --' -- -" BC "Dead " ' ' 8:00 psf' 0. C. Spacing ` '2,- '0= 0,---- '^---"Designer Designerper ANSI/rPl 1 Seat "- _ -. TRUSPLUS 6.0 VER: T6.5.20 For mora informer en see this job's general nates page and these web sites: ALPINE: wwwm.TPl:.almadwstiwwwto'nsi6m.wi A: wvwaa�ndustvnra ICC: wwwicosafe.are .-_ -,)Bldg Code:, CBC -2013 DBPL RATIO:. L/Z40_TC: L/24 - Job Name: SINGLE FAMILY RESIDENCE Truss ID: M11 Qty: 14 BRG R -LOC BRACT SIZE REQ'D TC 2x4 DFL #1 a Btr. Desipgpned per ANSI/TPI 1-2007 UPLIFT' REACTION(S) 1 0- 1.12 556 3. SO" 1. SO" RC 2x4 DFL 91 8 Btr.• Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 Il- 8.101048 1.75" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an PcPerp value of the 1 -73 lb 3 IS -I1. 8 204 1.50 1.50" Ycr (�reeQ £actor) = 2.00. lesser of the truss chord 1®bar value or 2 -418 lb 4 11- 7. 0 17S 1.50" 1.50" Refer to Joint QC Detail Sheets fur 625 for all bearings. 3 -85 lb KAX DEFLECTION (span): Cq Factors and Rotational Tolerances. IRC/IRC truss plate values are based on 4 -141 Its -458 lb L/589 BEM 0-0 (LIVE) LC 53 Loaded for 10 PSP moo -concurrent {GILL.- testinugg and approval as required by IBC 1703 HORIZONTAL REACT'ION(S) L= -0.15" D= -0.20" T= -0.36" MAX Marls all interior bearinngg locatioas. end ANSI/7'PI and are reported i■ SSB -1118. support 1 358 16 358 16 DEFLECTION (cant) : L/999 Mgy 0-0 (LIVE) LLC 53 PLAYING EASED ON 6RBBN LUTHER VALUES. is Install interior :upport(s) before erection. Not designed for support 4 L= 0.00" D= 0.01" T= 0.01" This truss deaigued ming the ASCE7-10 Wind Specification attic storage unless solely for design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - - ' BC Dead' 8.00 psf - EX. WE BECRIT'ERIA:L/120 Bldg Inclosed = Yes, noted otherwise. - IN 1111114 S. 3; T= 0.02" - Truss Location = Not Rod Zoe Bldg Code: CRC -2013 DBFL RATIO: 5/240 TC: 5/24 )dot Insects- ® E:p Category = C i o- o• 0 4 a- 0- 0 z 7. 3. O s 7- a- o Bldg Leogth = 85.08 ft, Bldg Width = 72.33 it Mea■ beigbt 11.95 ft, 110 a tt• 7-tL s Il- 7.12 raf = -ph = Occupancy Cate I1, Dead Load 13.2 C91T1CAL MP. l Po9CSsr TC COMP. >n. / T®Is. (DTR.) CSI o = prof roP cy P Designed as Mao rad Porte Resistinngg System I-2 -714 1.0 0.40 -low-rise and Components and Cl . ag . L -s -215 1.80 / 40t.25 0.20 a-0 1.00 / Lae1.25 0.15 Tributary Area = 23 sgft -931. o -o ea l.zs / est.zs o.afi Vertical members exposed to wind: 6- 3 0-0 -I 1 / 01, .60 0.00 - - ce CORP. TtC1a. 009. CSI . 4-5-Ise((1.80 / 678(({.x53 0.15 a•6 •{59(1.60)/ 658(1.25) 0.05 6-0 0((1.253/ 158((1.603 o.05 + 0.0 0 1.25 / 0 1.60 0.00 Ds CORP. (".)/ TF2L4. (OLn. Cel L-5 / 560((({.553 O.II L-6 -735(1. as TLB 1.603 0.30 1 2 3 1-8 -516 I.60 / 650 t.LS 0.18 - 4.00 BUTTE COUNTY B3 W"06 BUILDING R:204 DIVISION - 1.5X4 U:_65 APPROVE® T 6-7-14 6X8 W:1 W:112 : 6-11-12 R:1048 I SHIP U:^419 4-2.6 3X6 0-3-13 61 1.5X3 5X6 84 1 _ W:308 R:-73 11-8-10 W:108 R.175 19-0-0 P� Fay T. 0- 7-4-8 - - 4 5 s - No. C 72180 D OVER 4 SUPPORTS civn. P - All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super - - - ----� Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates OF �u�d ------- - - -- -- ^- -- - -- are positioned asshown above. Shift gable stud plates to avoid overlap with structural plates. 5/6/2016 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cast: LEWIS WILLI MS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0220316_L00007_J00001 ^ Trusses require artrema care 11/eb111119, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: DriveM02203161,000 Safety Information, by TPI and VVTCA) for safety Practices prior to performing these functions. Instugers shag provide temporary bracing per SCSI. Unless Dsgnr: AW #LC = 55 Wf/PLY: 78 V V 1a noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached nod ceiling. Locations shown lace TC Live 20.00 LiveDar L=1.25 P=1.25 r� ri �\ I I` ALM for permanent lateral restraint n webs shag have reportg finless tl per SCSI sections 83, B7 or 810, as applicable. Apply Plates to each of truss and posidon as shown prove and on the Joint Details report, unless noted otherwise. psf TC SnoN P 0.00 sf ( SaogDor L=1.15 P=1.15 IJ u vV Alpine, a division of ITN Building Components Group Inc.. shag net be responsible for any deviation from this chewing, any failure to build the truss in TC Dead 14.00 psf Rep Nbr End / Comp / Tens AN ITW COMPANY conformance with ANSI?PI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this di awing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf ._ 1.15 / 1.10 / 1.10 2820 N. Groat SIN Pkwy. Grand Prairie, TX 76050 - solely for design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - - ' BC Dead' 8.00 psf - 0: C: Spacing ' - 2:-0':-0 DesignerperANSI/rPl f Sec.2 - TBUSPLUS 6.0 VER: T6.5.20- For For more information pee this job's general notes page and these web sites: wwwaluineitw.cem:TPI:wwwtDint.ora:WrCA:wmseana"aw.ara:ICC: - Bldg Code: CRC -2013 DBFL RATIO: 5/240 TC: 5/24 D Job Name: SINGLE FAMILY RESIDENCE Truss ID: M11G Qty: 2 SEG X -LOC REACT SIZE REQ'D TC 2.4 DFL 01 R Ste. Designed per ANSI/TPI 1.2007 UPLIFT REACTION(S) : 1 0- 5- I 2398 10.12. 1.50" SC 2z4 DFL #1 Q Ste. Fabrication Tolerance = 20.0% Support CBC Wind Non -Wind 2 18-11- S 204 1.50" 1.50" FlCOD 2.4 DFL STANDARD Scorings designed for an FcPerp value of the 1 -34 Ib -2051 Ib 3 2- 2-15 628 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the Cross chord lumber value or 2 -85 Ib 4 3-'7-12 678 3.50" 1.50" Ree (creep factor) = 2.00 625 for all bearings. - 3 -20 Ib -568 Ib 5 4.11-12 215 3.50" 1.50" IRC/IRC train plate values are based on Refer to joint QC Detail Sheets for 4 -36 Ib -464 Ib 8 6- 3.12 3Z0 3.50" 1.50" 7 7- 7.12 348 3.50" 1.50" testing and approval as required by IHC 1703 Cq factors and Rotational Tolerances. 5 .15 lb .93 Ib B 8-11-12 219 3.50" 1.50" and AN and are reported In HSR -1118. Install interior supp•rt(s) before erection. Loaded for 10 PSF non -concurrent BOLL. Mark all interior bearing locations. 6 7 .21 Ib -169 Ib -22 lb .190 Its 9 10- 3.12 1418 3.50" 1.50" 10 11- 6. 0 1983 3.50" I.SO" permanent bracing is regofired to Overhang requires s port at the location(s) 8 -22 lb -60 Ib MAX DEFLECTION (span) prevent "tat /toppling. See KSI sad ANSI/TPI 1. indicated. Support design is by others. Building designer shall verily gable loads 9 10 -89 16 -1488 Ib -331 Ib -1415 lb L/999 i®1 0-0 (LIVE) LC 55 PLATING BASED ON SIM LUMBER VALUES. and eave lauds, if applicable. HORIZONTAL RRACTION(S) L= -0.17" D= -0.24" To .0,40" B1. WB DEF CRITHRIA:L/120 + + + + + + + + + + + + + + + + + + + + + + [+1 gable bracing required 0 42" intervals, rapport 1 -2162 lb IN MEM 16- 8; T= 0.02" Designed for 6.3 S lbs drag lead applied horizontally In direction to the top if exposed to wind laud applied to face. See I1WSC6's Gable Sracing Details. support support 3 -2603 16 4 1346 lb J.Rat Incati- = either chord panel points, with dead + 0 % live This tress is designed using the support 5 7ZI lb 13 o- o- 0 0 0- 0- o L 1 t0 i- loads using load duration = 1.60. ASCE7-10 Wind Specification s rt rapport 6 721 Ib 3- -IL 1 -IL 1 4-tt-tE 11 4-tt-tt Continuous hearing horizontal reaction = Bldg Enclosed =Yes, rapport 7 721 Ib 4 6. 3-I2 12 11- 3.12 541 Plf Han. Connection by others. Truss Location = Not End Zone support 8 721 Ib 5 7- 7 -IL 1s 7-7-1z ++++++++++++++++++++++ Exp Category = C support 9 -693 Ib e fl•11.1L 914 s -11.1x 7 10- 3-12 is ID- 9.1z RIj Overhang(a) are not to be removed. V�HAN BA 0 G(S) Y BE SHORTENED UP TO 3" MAX.1 Bldg LemCth - 65.08 ft, Bldg Width = 72.33 ft tlean f height 11.95 ft, 110 support 10 177 Ib a u- 7-12 16 tl- 7-12 CRITICAL NEKBER FORCES, 7C CORP. ua. / TWO. OR. C94 Right Overhang Soffit loading = 5.0 psf N•t designed for roe = mph = Occupancy Cateeggory II, Dead Lead = 13.2 par Designed f5ain Wind Yom Resisting Systn I-2 •6071 1.60 / 5091 1.60 0.114 attic storage malars noted at raise. au - Low-rise and Components and Cladding �• 2-3 •3666 1.60 / 7576 1.60 0.60 3.4 -E833 1.60 / 2863 1.80 O.as Tributary Area = 43 rgft 4.5 •2073 I.60 / 2093 1.80 0.21 Vertical members exposed to wind: 18- B 5-6 •1305 1.60 / JIM 1.60 0.16 8.7 -671 1.68 / 597 1.60 0.14 designed to rapport 1-0-0 top Cho oat err 7.8 -321 1.60 / 409 1.60 0.60 9-0 -100 1.as / 4 1.80 0.53 and cladding load not to ezceed 10 PSP one face, and and l e, 0-0 -60 J.eo / a4 1.25 0.36 1 2 3 4 5 6 7 8 24" span opposite face. Top chord mast not be cut or RC CORP. (DUI.)/ 7&L4. (EOR.) GSI notched. e-10 -2804(1.60)/ 2392(1.80) 0.67 4I o0 IO -11 / 0.02 I1-12 / 0.01 - 1243 / 0.01 ' I3-14 / 0.01 ia:ae •36-(1.80„ o s X4 B2 BUTTE COUNTY NS.ID O CORP. DUI. / TENS. DOR. GSI z•10 1.60 / szo 1.60 0.20 6X6 BUILDING DIVISION -7ez 3-11 -176 Lso / 98 1.60 0.03 4.12 -380 1.60 / 19L 1.60 0.08 5-13 -326 1.80 / 2911 1.80 0.07 6-7-14 6-11-12 APPROVED 6.14 •197 1.60 / 82 1.60 0.03 SHIP 7.15 -1399 1.60 / 1488 L60 0.47 7-ta -1693 1.80 / 1769 1.60 0.36 3X4 4-2-6 848 1619 1.25 / 290 1.60 0.32 3X12 III 0-3-13 3X66X6 14-0-9 T. rqN" A 1-7-1 9 10 1 11 12 , 13 14 1916 If No. C 72160 TYPICAL PLATE: 1.5X3 OVER CONTINUOUS SUPPORT CIV 0F couF P / AO connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super -- - Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as sham above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v V Trusses re9ulra extreme care in febricaCng. 1 -ling, shipping. installing and bracing. Refer to and follow the latest edition of BCS! (Buildng Component Safely Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless rune noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shall have a properly attached NOW ceiling. Locations shown rr �� r� rt r� for permanent lateral above and n webs shall have tracing finessed per BCS! sections B3. B7 or 870, as applicable. Apply plates to each face of truss and II 'lIU- � lUl��\V\l.11l III�rL- position as shown above and on the Joint Details report, unless noted otherwise. Alpine. a division of I1W Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance Win ANSIRPI 1, or for handling, shipping, installation 2 bracing of busses. A seal on this drawing or coverpage listing this drawing, Indicates acceptance of prafesslonal engineering responsibility 120 N. Great SIN Pkwy. Grand Prairle, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designerper ANSYTP/ i Sec.2 TRUSPLUS 6.0 VER: T6.5.2O For mora infarmsee N s job's general tes page end these web sites: ALPINE: ' TPIetion: WTCA:no 5/6/2016 Crust: LEWIS WILLIAMS DIB: Drive_M_0220318_L00007-J00001 W0: Drive_M_0220316_L000 Dsgnr: AW #LC = 57 WF/PLY: S TC Live 20.00 psf LiveDrur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf $naWDrur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Code: CRC -2013 IDEFL s, F_ ► Job Name: SINGLE FAMILY RESIDENCE Truss ID: M11G Qty: 2 BR8 8 -LOC REACT SI{E BEQ'D TC ZX4 DPL 11 i {tr. Deaioed per AHSI/TPI 1.2007 UPLIFT IBiLTION(S) t 1 0- B• 1 E19 10.1E" 1.80^ iC E:4 DPL 41 i ltr. PaDrIcatien ioleraace = 20.01 Support CiC Hind Toa -wind 2 IB -11.8 204 1.50" 1.50^ FILL CBD 2n4 OIL STANDARD learlags designed for ss Pttery volae of tion 1 .34 lb 3 2- E-16 69 3.50" 1.50^ ® Zz4 DPI, STANDARD leaser of the truss rLaad Inabm volae for 2 -BS lb 4 3- 7-12 233 8.50" 1.50" Ser (creep factor) = 2.00 BES for all beariW. 8 -20 ib 8 4-li-fE B 6. 3.12 111 3.50" 1.60: 134 3.50 1.SOn IRC/nC troae plate values aro bused a Refer to Joist QC Detail Sheets for 4 -88 ID 7 7. 7-12 161 3.60' 1.60 testing ad approval as required by I{C 1703 AN /TPI in 61R-1116. Cep factors and Rotational Tolerances. Loaded for 30 M ICLL. S •15 lb B lb 8 8-11-12 0 10- 3.12 161 3.80" 1.50- 188 3.50" 1.50: and and are reported Install interior support(s) before erection. mon-concurrent Nark all interior bearing locations. •21 1 -22 lb 10 11- 6- 0 663 8.50" 1.60: Permanent braclag Is required to t rotatlas,toppling. Bee Oveerrkbsa� requires Mrt at the location(e) Indica ed. Support dealga Is by others. a -22 lb 8 •68 1D •187 1► NAE DEFLECTION (ssppaann)) L/989 10011111 0.0 s (LIVE) LC 63 �gI �I/7PI L. {aildleg designer skull vcrlfy gable loads 10 131 Its D. O.7A" Te -0.40" PLATING BASED ON GREEN LVAD VALUES. t Overkan�(a) ale most to be removed. Rp�g�,�0IS and eave loads if applicable. [.] gable brume regired 0 42" Intervals, HORIZONTAL REACTION(S) s support 1 143 16 KE WE <IBQ CRITERIAsL/IE0 IN iM IB• 81 T. 0.02" gAY BE gHOQP{N® UP 1'0 8" NAI.I Rl�t Overhang loading . 5.0 iP e>aoaed to wad Ioad applied to tone. See 1TN{CB's Cable Sraclog Details. support 8 146 ID This is deur doses: la,atlous - Saint psi No designed for attic storage unless trw ming the ASCRI.10 Hid Spec Fleati n 1 0• o• a 9 E 8. 7.11 IO 0• o• 0 3- 1.18 noted otheavlse. 11 emeload . yes. dl t 3.11•!0 11 4.11•so T. Lo4atl3o = Not End lone 4 0• aa2 12 °• 3.12 Category . C s 7. 7.11 13 a 2-11.1214 r• r•u 5.11.18 Bl k . B6.. ft. Bldg Width . 72.83 ft 7 lo• 3.11 13 io- 3.12 8 it -1-12 la 11. 7a3 gess rso height . 11.95 ft. SO = Ito Oc Category II. Dead Loud = 13.E paf OMCAL ttla>x sins. Deal as Naln Hid Force Resisting System i T S. l.Ts 3�roi - Low-rise and Components and Clad IAR 1:32 I zas 1.ao 1.00 / 40 1.ES e.ot Tributary Area a 48 sgft 3.4 -i82 a.8e / 44 1.23 a.0a Vertical members exposed to winds 1B- 8 4.0 •ala 1.60 / 35 1 -foe 3.03 e-6 •me 6.7 •tea 1.80 / I.aO / 44 44 1.23 1.eS 0.03 0.03 7.8 •ffi7 a-0 •100 o.o eo 1.60 / 1. / 1.ao / la7 4 se a.. l.aB 1.as a.ea 0.08 o.eo 1 2 3 4 5 8 7 8 I'1@.(001 )/ / 77Nt.(Wa 1 {82 143 l.ao e.os R. 00 a-10 •Roe 1.31 11:1y j o:a1 Trams designed to support 1-0.0 top chard omtlookers and cladding load not to exceed 10 FSP one face, and ii:ie i °o.oi 24" span opposite face. Top chord mart not be cut or is 14 / e.a1 notched. =o -a o � 4X4 BUTTE COUNTY al Dote. °•'° .E1°'•ns 3.11 aa. / / / hats. eo.ol1.5X3 asFli'Regazzicoss D 1x1 °•aa 1.5X3 B2 2.5X4 BUILDING DIVISION 4.11 •112 6.11 •Baa 1.a / l.aa / / u la o.3a o.aa 1 6- -14 1.5X3 1.5X3 B 1 12p�.n� /� 7 -la •Ira 1.t l.aa /Baa e 0.03 a.ao 1.3 \'6.12 SHIP„V7•IB �® �E •l l.Se / 181 0.00 1.5X3 4..67.11 ! to Y -no •710 l.aa / ae0 0. 313 3X6 2 0-3-13 1,5X3 1.5X3 1.5X3 1.5X3 1.5X3 foe r 2.5X414-0-9 7-4-H T T J wa iL k-iif�iT No. C 72160 OVER CONTINUOUS SUPPORT Approved By Stream Ent :n9 >k ciwL o P of cAuf All connector plates are ALPINE Wave W � J Joint Detall Rep by 20 g y s� tree gay are •� Tates and false frame pa ""8 8-ge shown hi foablaa°w platen toavaia„enapwlthzM=nsl s pUrte°. 5/11/2016 268 - Homewood Trays -WANNiMil "" READ AND FOLLOW ALL NOTES ON THIS DRAWING! cast. LMSw11i IANs CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. D33: Drive_l_0220316_L0Oo0Trj00Bol T,waee maWre,memo ore in fabriestha bandan0. shipping, hassling mW hoeing. Rater to and follow °ro latex codon of BC81(Buidlng Component Hi) t Drive M 0220316_X800 Safety Information, by TPI and WTCA) (a =rely pne8cea prior to pedommp them NneOpn& hotaMn"prwida temporary bradng par SCSI. Unless Dagar: AW $1C = 55 ®f/PLY: 85 yes ry p�� ^ y� ,^ noted other iM top lord shag neva pmpady atadred -tad ahaohirg and bottom chord she" have a prepedy m#. -:had dgid cline Locations shown fa prmawnt tabnl n itrdnl of gabs shall have bracing installed Tw 8061 sessions S3� 87 a 810. as epp�abs. Apply pats, m each foes of "un and TC Live 20.00 pmf LiveDnr L=I . ZS P=I.25 A I�(�I I`Ji�\\ pin o shown abwv and on the AdM odags report urdoss noted othemli s. TC Snea(PE) 0.00 pmf S7uwDor L=1.15 P=1.15 J� II'L.�- III ff Alptne, a dhislan of ITV SuBov Components omup Ire.. arms not be responsate tot am dovP40cn tram thio drawing, any talum to bWlo the terse trt IC Dead 14.00 of P Re Nbr Bud / / Tens P �p AN ITIN COMPANY acing of ea. °on1ortAinCe wilt ANSVTPI s. or tv handling. shlpping, musaftocn a trluss A aeal on this drawing or cover page Haling this drawing, fndkwas accVbnce of professions! engineedng raspcnsibfiity 8C Live 0.00 paf 1.00 / 1.00 / 1.00 7620 N. Gress SW pkwy. Gr nd eraMa TIC 75DW solalY for the de9lan shown The suitability and use of this dr°wing for any structure is the responsibility o/the Bulfding 9C Dead 8.00 par 0. C. Spacing 2- 0- 0 Doalgner par AN 7 6x.2 TSDSPLUS 6.0 VE R: T6.5.20 ZZra Mfamalion see Uu Job's surrenal noses page and th- web sites artNe:Tet WTGl .Ice; Bldg Code: CRC -2013 DBFL MTIO: L/240 TC: L/24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Page 1 of 9 Calculation Description: Williams Home Input File Name: Lewis Williams Home.ribd HVIL17 D FOR CODE COMPLIANCE GENERAL INFORMATION AUG 1 1 ?016 01 Project Name Williams Home 03 This building incorporates one ormore Sped'a^l`JyFeaytures�showybelow �IK �.� 05 02 Calculation Description Williams Home 08 R12FAII MIT8 F ,12 03 Project Location 1779 South Villa Ave Compliance Margin Percent Improvement 04 City Palermo Ca 05 Standards Version Compliance 2015 06 Zip Code 95968 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 75 12:Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2208 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (%) 12.2% C MPLIANCE RESULTS 01 Building Complies with Compute��Performe`nce"'d -� n5y� 4 p �e tc �._� au >r�tr 02 This building incorporates featur s�that require field-testing and/orverification by a:certifiedtHERS rater under the supervision of a CEC-approved HERS provider. r J e' fi. )k S"�__.0 h k # 3 R k �.._..�. t_.. h: d i 'a 6 .� � 'i Y i h is h t %'t-. u 03 This building incorporates one ormore Sped'a^l`JyFeaytures�showybelow �IK �.� 05 r' f 14wz if ' k -A %..0 IV 9 woo I- P ? ,., — 6UTTE COU DEVELOPMENT SERVICES BUTTE REVIEWED FOR COUNTY CE CO jLIANCE ,►/1� `6 ih/� .�}� (C� � M� c Registration Number: 216-N0165505A-000000000-0000 DA D J'e .ime:__. x2016040622:29/ HERS Provider 10 2016 CaICERTSinc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 ReportD'tneyr tddP 220116-0.55-03 15:49:58 ���� SERiIICES ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 16.83 16.20 0.63 3.7% Space Cooling 42.62 52.07 445 -22.2% IAQ Ventilation 1.10 1.10 0.00 0.0% Water Heating 32.65 22.72 9.93 30.4% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total 93.2092.09 1.11 1.2% ,., — 6UTTE COU DEVELOPMENT SERVICES BUTTE REVIEWED FOR COUNTY CE CO jLIANCE ,►/1� `6 ih/� .�}� (C� � M� c Registration Number: 216-N0165505A-000000000-0000 DA D J'e .ime:__. x2016040622:29/ HERS Provider 10 2016 CaICERTSinc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 ReportD'tneyr tddP 220116-0.55-03 15:49:58 ���� SERiIICES CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home Calculation Description: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Input File Name: Lewis Williams Home.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 9 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. 02 Building -level Verifications: 04 • IAQ mechanical ventilation 06 Cooling System Verifications: Project Name • Minimum Airflow Number of Dwelling Units • Verified EER Number of Zones • Verified SEER i BUTTE COUNTY • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: BUILDING DIVISION • Duct Sealing Domestic Hot Water System Verifications: APPROVED • —None — 0 ..s ENERGY DESIGN RATING lam n ing (Energy TDV energet) and the annual This is gy sum consumption tfor lightingnnual DV energy is no rrenulat b Titl 2 (Pa;Kfp'I 61 such las dome c aanl ancespa d on uiiance mer�t lectronics) and accountingndard Bforthe annual T Vd energy offset b an 9Y P. 9 Y ( PP ) 9Y Y on-site renewable energy system. . U L-= U U U F U R!1 u -S�ReferenceJEnergy Use Q Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 152.56 < 151.45. 1.11 0.7% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) 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 Williams Home 2208 1 3 1 0 1 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 Conditioned Conditioned HVAC System 1 2208 9 Inst Gas Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-05-03 15:49:58 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Calculation Description: Williams Home Input File Name: Lewis Williams Home.ribd CF1 R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Front Conditioned R19 Wall 75 Front 342 85 90 Left Conditioned R19 Wall 165 Left 329 31.35 90 Back Conditioned R19 Wall 255 Back 535 86 90 Right Conditioned R19 Wall 345 Right 166.5 45.51 90 Cwall 1 Conditioned R19 Wall 120 - specify - 31.5 13.35. 90 Cwall 2 Conditioned R19 Wall 210 - specify - 31.5 13.35 90 Cwall 3 Conditioned R19 Wall 300 - specify - 36 16.02 90 Cwall 4 Conditioned R19 Wall 30 - specify - 36 16.02 90 GarToHouse Left Conditioned—Garage Gar to House R-19 54 Ceiling (below attic) 1 /,Cdnditioned R38 Ceiling below attic 1462 Floor Over Crawlspace'"""" ,� �..--.....f Coriditioned,.^^- Floor R-19 2208 Gwall Front Garage In Garage Ex Wall 7-51 Front 198 90 Gwall Left Garage A til I I Garage }E1 -,,Wall f 1 1;165 11 Left`s 2 198 90 Gwall Right(f^Gacage� Garbage Eict Wall i5t �Rigti 243 128 90 Gar Ceiling Garage � � tRRO CiQlwAttic�C-,onsp d �� � � � . 596 OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Cathedral Ceiling 1 Conditioned R38 Cathedral Ceiling Front 373 0 10 0.83 39.81 0.1 0.85 0.07 Cathedral Ceiling 2 Conditioned R38 Cathedral Ceiling I Back 373 3.42 10 0.83 39.81 0.1 0.85 0.07 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 10 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 10 0.1 0.85 Yes No Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 BUILDING DIVISION APPgPVED E Provider: CaICERTS inc. Report Generated at: 2016-05-03 15:49:58 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home Calculation Description: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Input File Name: Lewis Williams Home.ribd CF1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading F1 Window Front (Front -75) 5.0 1.0 1 5.0 0.32 0.25 Insect Screen (default) F2 Window Front (Front -75) 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) F3 Window Front (Front -75) 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) L1 Window Left (Left -165) 2.7 5.0 1 13.4 0.32 0.25 Insect Screen (default) L2 Window Left (Left -165) - -- 1 6.0 0.32 0.25 Insect Screen (default) L3 Window Left (Left -165) - - 1 6.0 0.32 0.25 Insect Screen (default) L4 Window Left (Left -165) - - 1 6.0 0.32 0.25 Insect Screen (default) B1 Window A Back (Back -255) 2.0 3.0 1 6.0 0.32 0.25 Insect Screen (default) B2 Window Back (Back -255) 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) B3 Window Back (Back -255) 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) R1 Windows..... I- ""°Right_(Right-345)-- CZ,R2 5.0 6.0 1 30.0 0.32 0.25 Insect Screen (default) WindowRight,(Right-345)J 1 8.0 0.32 0.25 Insect Screen (default) R3 Window s' Right (RightJ45) .5 0.32 0.25 Insect Screen (default) C1 Window � � CwaI'W (-.specify 120) 2.7 V 1510 L U 1,U X13`"4 0.32 0.25 Insect Screen (default) C2 Window, 112 2,(-,especfy;-2U) r 2�7*� t _��50 1 X13.4 0.32 0.25 Insect Screen (default) C3 Window Cwall 3 (- specify -300) 2.7 6.0 1 16.0 0.32 0.25 Insect Screen (default) C4 Window Cwall 4 (- specify --30) 2.7 6.0 1 16.0 0.32 0.25 Insect Screen (default) Skylight 1 Skylight Cathedral Ceiling 2 (Back -255) 1 3 3.4 0.61 0.27 DOORS 01 02 03 04 Name Side of Building Area (ft) 1.11 -factor Front Dr Front 20.0 0.50 BDoor Back 20.0 0.50 GDoor Gwall Right 128.0 1.00 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-05-03 15:49:58 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home - Calculation Date/Time: 15:48, Tue, May 03, 2016 Calculation Description: Williams Home Input File Name: Lewis Williams Home.ribd CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 1 05 1 06 07 08 09 10 11 12 13' 1 14 Overhang Left Fin Right Fin Window Left Depth Dist Up Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up F1 9 0 32.5 24 0 0 0 0 0 0 0 0 0 F2 9 1.5 20.5 33 0 0 0 0 0 0 0 0 0 F3 9 1.5 5 48.5 0 0 0 0 0 0 0 0 0 L1 1 1 31.5 12.5 0 0 0 0 0 0 0 0 0 131 1 0.5 52.5 5 0 0 0 0 0 0 0 0 0 - 62 1 0.5 33.5 .21 0 0 0 0 0 0 0 0 0 B3 12.5 0.75 18.5 36 0 0 0 0 0 0 0 0 0 R1 1_ 1 51 4.5 0 0 0 0 0 0 0 0 0 C1 1�`', 1 0.75 2 0 0 0 0 0 0 0 0 0 C2 '" '- -~ 0.5 0.75 0 0 0 0 0 0 0 0 0 C3� 111 0g 0 0 0 0 0 0 C4 1 1 1 yy �tt 11 gg0�iOi R q 0 oil.i6 i' 0 0 0 0 0 HERS PROVIDE: .� BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-N0165505A-000000000-0000 . Registration Date/Time: 2016-05-04 06:22:29 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-05-0315:49:58 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home Calculation Description: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Input File Name: Lewis Williams Home.ribd CFI R -PRF -01 Page 6of9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. /2x6 • Exterior Finish: Wood Garage Ext Wall Exterior Walls Wood Framed Wall 2x6 @ 24 in. O.C. none 0.297 Siding/sheathing/decking Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBlwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 Btm Chid • Cavity/ Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing., Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chid R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. Inside Finish: Gypsum Board x12 CavRoof W: d Sidin • Roof Deck: Wood Siding/sheathing/decking Deck: R38 Cathedral CeilingCathedral Ceilin s 9 Wood,Framed"Ceiling y��2z12 @ 24 in._O:C. � Ii�6� Z* R 38 0.029 Roofing. Light Roof (Asphalt Shingle) Awl, �I�Cavity/Frame: Inside Finish: Gypsum Board x6 9.r JJJ Wood Exterior Finish: WoodR19Wall Exterior Walls �id Framed lNall P, 42x6 @ 1�6°in. OMC: R 19"' !0:069 Siding/sheathmg/decking ` •Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking Floor R-19 Crawlspace Wood Framed Floor 2x12 @ 16 in. O.C. R 19 0.045 Cavity/Frame: R -19/2x12 • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 Gar to House R-19 Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- BUTTE COUNW BUILDING DIVISION APPROVE® Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-05-0315:49:58 1. 4 .CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Page 7 of 9 Calculation Description: Williams Home Input File Name: Lewis Williams Home.ribd WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Inst Gas - 1/1 DHW Standard Inst. Gas 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) Inst. Gas Propane Small Instantaneous 0 0.82 195000-Btu/hr 0 0. E. WATER HEATING - HERS VERIFICATION I N 01 /J � 02 03 04 05 06 07 Name --- Pipe Insulation Parallel Piping Compact Distribution . Point -of Use Recirculation Control Central DHW Distribution Inst Gas - 1/1 �rtr — 1 low ��I ■.tea ► — — SPACE CONDITIONING SYSTEMS N"4"= VJ U LL= U U U U U 'U Q 01 �✓ 'NA 02H j S 0�3 ) V 1 04 .E 05 06 r SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Attic Default:HVAC Fan 1:2:3 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 HVAC Fan 1 Attic Default HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 SplitHeatPump 8.5 56500 35400 15 12.5 No No Heat Pump System 1 -hers -cool Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-0406:22:29 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 BUTTE COUNTY BUILDING DIVISION APPROVED HERS Provider: CaICERTS inc. Report Generated at: 2016-05-03 15:49:58 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Williams Home Calculation Description: Williams Home Calculation DatelTime: 15:48, Tue, May 03, 2016 Input File Name: Lewis Williams Home.ribd CF1 R -PRF -01' Page 8 of 9 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Required Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 1102 03 04 06 06 07 08 IAQ Watts/CFM Ducf'Leakage Duct Leakage Verified Duct Verified Duct Buried Deeply Buried Low -leakage Name w, ,,,, _ _, Vei ifcation Target (%) Location Design Ducts Ducts Air Handler Attic Default -hers -dist R Required ,..� �` 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS l I I �'Z I I r /e 01 ! `+'�t 4 ` 02 U U U t./ fl U U 03 0 04 Name N4 H 1YPe P R 40 Fan"' Powe Wakt[ /CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 52.08 0.25 Default 0 Required BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-05-03 15:49:58 -CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD •5 Project Name: Williams Home Calculation Description: Williams Home Calculation Date/Time: 15:48, Tue, May 03, 2016 Input File Name: Lewis Williams Home.ribd CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: A"Q�ca Martin Alvis Company: Signature Date: M & T Energy Analyst 2016-05-04 06:18:39 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, underthe laws of the State of California: 1. I am eligible under Division 3 of the Businessland Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. ➢ .q 2. I certify that the energy features and perfor1 mance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code o Regulations. ,,,,, design features identified;,on.this=Gertificate of Compliance are consistent with the information provided on other applicable compliance documents, 3. The building design features�orsystem worksheets, calculations, plans %and specifications submittecl` "tthe enforcement,agency_fo� approvalwith this.building permit application. Responsible Designer Name: Lewis Willams f � f Y Responsible Designer Signature1C.,e. t 1� 97 Company: Date Signed- C- VAI Home Owner - Builder 2016-05-04 06:22:29 Address: License: 1779 South Villa Ave n/a City/State/Zip: Phone: oroville, CA 95965 530-282-9380 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0165505A-000000000-0000 Registration Date/Time: 2016-05-04 06:22:29 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-05-03 15:49:58 STATE OF CALIFORNIA MANnAT2)RY MFASIIRFS SUMMARY- RFS1nFNTIAI APR 18 2016 ftla- CEC- MF -1 R Revised 08/09 C,VIMGWE'TA COMMISSION Mandatory Measures SummaN.A. MF -1R Residential (Page 1 of 3 Site Address: Enforcement Agency: Date: NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -I R -ADD, or CF -I R -ALT Form) shall supersede the items marked with an asterisk(*) below. This Mandatory Measures Summary shall be incorporated into, the permit documents and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -IR Form with plans. DESCRIPTION Building Envelope Measures: §116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of §10-111 (a). § 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. § 118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. § 118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of § 118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§150(a): Minimum R-19 insulation in wood -frame ceiling or equivalent U -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§150(c): Minimum R-13 insulation in wood -frame wall or equivalent U -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor or equivalent U -factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -IR Form. § I50(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. § 150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)IB: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. § I50(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §1 10-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. § 113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section I I2(c). §1500)lA: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 2008 Residential Compliance Forms BUTTE COUNTY August 2009 BUILDING DIVISION APPROVE® STATE OF CALIFORNIA MANDATORY MEASURES SUMMARY: RESIDENTIAL ;EC- MF -1R (Revised 08/09) CALIFORNIA ENERGY COMMISSION Mandatory Measures Summary MF -1R Residential (Page 2 of 3 Site Address: Enforcement Agency: Date: § I500)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. § 1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. § 1500)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. Ducts and Fans Measures: §150(m)]: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tae shall be used § 150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. § 150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150(m)7: Exhaust fan systems have back draft or automatic dampers. § I50(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §I50(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. § I50(m)10: Flexible ducts cannot have porous inner cores. § 150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)l: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return . lines, or built-up connections for future solar heating § 114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)l: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. § 150(k)3: The wattage of permanently installed luminaires shall be determined as specified by § 130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. § I50(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line -voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. § I50(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of § I50(k). § I50(k)7: All switching devices and controls shall meet the requirements of § 150(k)7. § I50(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 W or 100 watts for dwelling units larger than 2,500 fiz may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system MCS , or a multi -scene programmable controls stem; and all permanently installed 2008 Residential Compliance Forms August 2009 BUTTE GOUN`�1f BUILDING DIVISION APPROVED STATE OF CALIFORNIA h MANDATORY MEASURES SUMMARY: RESIDENTIAL 'EC - MF -1R (Revised 08/09) CALIFORNIA ENERGY COMMISSION Mandatory Measures Summary MF -1R Residential (Page 3 of 3 Site Address: Enforcement Agency: Date: luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. § 150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION l: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupant sensor. § 150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of § 119, or by a manual -on occupant sensor that complies with the applicable requirements of § 119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with § 150 k 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §I50(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception) to §I50(k)]3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to § 130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146 I 50(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. BUTTE COUNTY BUILDING DIVISION APPROVED 2008 Residential Compliance Forms August 2009 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT S RVICES-BUILDING CONSTRUCTION DEBRIS RECOVERY Rmp Ah REPOT 'rtgm 3S — CONST; 1w) -s Er Final inspection will not be scheduled until completed report submitted APN_ 1 17) 5 A Q (G Building Permit Owner Name: Lr-- h 1 1< h l, 1 I I 11 ,cn C Jobsite Address: 41 / �A Aylp-:�- Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Owner Phone: Jobsite Contact: LvLI/$ Project Type: Construction 0 Demolition �( �,1,� �/�/� Company, `,tI419Jobsv3 Phone:( a?2 —93& _ MATERIAL Reuse Recycle Disposal Tonna aTonna a Tonna a ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt) , I — Lumber 1 r BUTTE COUNTY CEVELOPIVIENr SEWICES PlantlTree Debris��� CODE COIVIPLIIv1C9— •;Zr� -94 Dry Wall !X D r3utfE Co� Metal �IsA uN NO /915 Cardboard O N9 Other: —&I 4K.0 �l Rm co 40 5 Fy S C�uti /e~S •533-5 Other: N O Alt Total tons of material disposed of (not recycled or reused) 6 2 Total tons of material not disposed (either recycled of reused) It 5 Percent recycled/reused _.. 9t Please sign indicating that the above information is true and correct to the best of your knowledge: V, E opies of weight receipts, gate tags, or rifying information for all materials were reused, recycled or disposed. A licant: nasr or Contractor): �. 1(%l � uAa 1 A.N) S Date-�OvrrF� Circle which • • . Final Report returned with comments: (Initial) Datel- APR 18 201fi coUN� TA Final Report approved: (Building Inspector) Date: BURSA ,VTA ERI A KA31JILDING\201 I\Approved forms\Res Green Bldg. forms\Waste Diversion -Recycling forms.doc BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING s CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: .123-45-67 Building Permit # Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 OwnerName: John Bidwell Owner Phone: (530) 999-9999 Jobsite Address: 50 Diversion Way, Oroville Project Type: ❑ Construction ❑ Demolition Jobsite Contact: B. Z. Beaver Company: Fingertight Construction Jobsite Phone: (530) 555-1254 MATERIAL Reuse Tonnage Recycle Tonnage Disposal Tonnage ACTUAL FACILITIESISERVICE PROVIDERS USED Inert Material (Concrete, asphalt) 4.4 On-site reuse of dirt, concrete Lumber 1.5 ABC Disposal Co. Neal Road Landfill for Recycling PlantlTree Debris 1.3 Acme Tree Service — grind up for mulch Dry Wall .20- "mixed waste Donated large pieces - disposed unusable smaller pie ded with mixed waste Metal .64 XYZ Scrape Metal Co. - separate bin on site Cardboard .34 ABC Disposal Co. - separate bin on site Other: mixed waste 5.25 ABC Disposal Co. - to Neal Road Landfill Other: Fixtures Habitat for Humanity - fixtures donated Total tons of material disposed of (not recycled or reused) 5.25 Total tons of material not disposed (either recycled of reused) 8.38 Percent recycled/reused 61.15 % jDisposal+Recycle&Reuse_Recycle&Reuse) Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report approved: (Building Inspector) Dater Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. K:\BUILDING\201 I\Approved forms\Res Green Bldg. forms\Waste Diversion -Recycling forms.doc ®Urp. WUNTY BUILDING DIVISION APPRED Residential Mandatory California Green Building Code Measures Based on the 2013 California Green Building Standards Code Checklist Effective July 1, 2015 iNERGY EFFICIENCY — • ovVERIFICATIONS 4.201.1 Building meets or exceeds the requirements of the❑ California Building Energy Efficiency StandardS3. LEVELS ENFORCING AGENCY TO SPECIFY - APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD '. ❑ Prerequisites and electives' Enforcin Installer or Third FEATURE OR MEASURE ` g Agency Designer party r QD 1. Comply with a more stringent local construction and of Sections 4.303.1.1 through 4.303.1.4.4. method acceptable to the enforcing agency. • Mandatory Tier 1 Tier 2 All A/ I' . Alla PLANNING AND DESIGN California Plumbing Code, and shall meet the applicable ,Site D&v Io ment C v 4.106.2 A plan is developed and implemented to manage x referenced standards.ea�e 4.408.2; or stonn water drainage during construction. j Outdoor Water Use 3. A waste management company, per Section 4.408.3; or J� 4.106.3 Construction plans shall indicate how site grading 4.304.1 Automatic irrigation systems controllers install rM , or a drainage system will manage all surface water flows 0 �; ❑ r to keep water from entering buildings..... moisture -based. EA 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking Q ❑ spaces, asspecified, for multifamily dwellings. \ iNERGY EFFICIENCY — • General'. _ • 4.201.1 Building meets or exceeds the requirements of the❑ California Building Energy Efficiency StandardS3. 0 Indoor Water ❑ 4.303.1 Plumbing fixtures (water closets and urinals) and conduits or other openings in plates at exterior walls shall ❑ WATER EFFICIENCY ANDY, a 6 CONSERVATION ❑x Indoor Water ❑ 4.303.1 Plumbing fixtures (water closets and urinals) and conduits or other openings in plates at exterior walls shall percent of the nonhazardous construction and demolition ❑ ❑ fittings (faucets and showerheads) installed in residential be protected against the passage of rodents by closing such waste in accordance with one of the following: , buildings shall comply with the prescriptive requirements openings with cement mortar, concrete masonry or similar QD 1. Comply with a more stringent local construction and of Sections 4.303.1.1 through 4.303.1.4.4. method acceptable to the enforcing agency. demolition waste management ordinance; or 4.303.2 Plumbing fixtures and fittings required in Section 4.303.1 shall be installed in accordance with the ❑R ❑ ❑ California Plumbing Code, and shall meet the applicable C v referenced standards.ea�e 4.408.2; or j Outdoor Water Use 3. A waste management company, per Section 4.408.3; or 4.304.1 Automatic irrigation systems controllers install rM , at the time of final inspection shall be weather or soil �; ❑ r ❑ moisture -based. EA Enhanced Durability and Reduced Maintenance, a 6 4.406.1 Annular spaces around pipes, electric cables, ❑x ❑ ❑ ❑ conduits or other openings in plates at exterior walls shall percent of the nonhazardous construction and demolition be protected against the passage of rodents by closing such waste in accordance with one of the following: openings with cement mortar, concrete masonry or similar 1. Comply with a more stringent local construction and method acceptable to the enforcing agency. demolition waste management ordinance; or 17 Construction Waste Reduction, Disposal and Recyclinga —— ' 4.408.1 Recycle and/or salvage for reuse a minimum of 50 ❑R ❑ ❑ percent of the nonhazardous construction and demolition waste in accordance with one of the following: 1. Comply with a more stringent local construction and demolition waste management ordinance; or 2. A construction waste management plan, per Section , 4.408.2; or j 3. A waste management company, per Section 4.408.3; or 4.The waste stream reduction alternative, per Section 4.408.4. r _J T rIil'i I dag M- inte'nance and Operation — 4 ❑ {i provided to the building occupant or owner. , !ENVIRONMENTAL QUALITY Fireplaces �- 4.503.1 Any installed gas fireplace shall be a direct -vent rIil'i I dag M- inte'nance and Operation — 4.410.1 An operation and maintenance manual shall be ❑ provided to the building occupant or owner. , !ENVIRONMENTAL QUALITY Fireplaces �- 4.503.1 Any installed gas fireplace shall be a direct -vent sealed -combustion type. Any installed woodstove orpellet stove shall comply with US EPA Phase II emission limits ❑ ❑ where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. pollutant Control Y 4.504.1 Duct openings and other related air distribution 13 ❑ component openings shall be covered during construction. 4.504.2.1 Adhesives, sealants and caulks shall be ❑ O compliant with VOC and other toxic compound limits. 4.504.2.2 Paints, stains and other coatings shall be with VOC limits. ❑, ❑ C]compliant 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic El, ❑ ❑ compounds. show substantial conformance. 4.504.2.4 Documentation shall be provided to verifythat ❑ ❑ cdmpliant VOC limit finish materials have been used. 4.504.3 Carpet and carpet systems shall be compliant a ❑ ❑ with VOC limits. 4.504.4 80 percent of floor area receiving resilient x flooring shall comply with specified VOC criteria. 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interiorfinish systerns O ❑ ❑ shall comply with low formaldehyde emission standards. Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at a ❑ ❑ slab -on -grade foundations. 4.505.3 Moisture content of building materials used in a ❑ ❑ wall and floor framing is checked before enclosure. ndoor Air Quality and Exhaust. builder Environmental Comfort - 4.507.1 Reserved. J 4.507.2. is selected using the following methods: ❑R � ❑ �Q C3I . Establish heat loss and heat gain values according to C ANSI/,ACCA 2 Manual J-2004 or equivalent. I=-•• 2. Size duct systems according to ANSI/ACCA 1 "® C Manual D-2009 or equivalent. Z 3. Select heating and cooling equipment according to- ANSI/ACCA 3 Manual S-2004 orequivalent. t ® g I Installer and Special Inspector Qualifications Z fi Qualications } 702.1 HVAC system installers are trained and certified in ❑ ❑ the proper installation of HVAC systems. 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate ❑R ❑ 1 ❑_ competence in the discipline they are inspecting. jVerif_icattons 703.1 Verification of compliance with this code may S include construction documents, plans, specifications or installer certification, inspection reports, or ❑R ❑ ❑ other in e acceptable to the enforcing agency which show substantial conformance. t builder Environmental Comfort - 4.507.1 Reserved. J 4.507.2. is selected using the following methods: ❑R � ❑ �Q C3I . Establish heat loss and heat gain values according to C ANSI/,ACCA 2 Manual J-2004 or equivalent. I=-•• 2. Size duct systems according to ANSI/ACCA 1 "® C Manual D-2009 or equivalent. Z 3. Select heating and cooling equipment according to- ANSI/ACCA 3 Manual S-2004 orequivalent. t ® g I Installer and Special Inspector Qualifications Z fi Qualications } 702.1 HVAC system installers are trained and certified in ❑ ❑ the proper installation of HVAC systems. 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate ❑R ❑ 1 ❑_ competence in the discipline they are inspecting. jVerif_icattons 703.1 Verification of compliance with this code may S include construction documents, plans, specifications or installer certification, inspection reports, or ❑R ❑ ❑ other in e