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HomeMy WebLinkAboutB16-0780 041-010-108t µ- u r �. v Assessor s Parcel'. # (��: � Enclosed in the enveiope are the Poll.-mMp rta,-T.s: l /Residential Construction /Title 24 Erergy Calcu!ations', f /Engineered Truss detail.. i Structural calculations- alculation's +Soils Soilsinvestigation Report: ' k ''•� 1 ' ,� A — CDF/Cal Fire CBC 7� ii�forrnataon }, f tt .Flood Elevation Certificate/Flood plain Declaration Special inspection Sheet• • . ; •4� r , , r. ' A� :,4`� _ BCQMD Rule 207 Form..,. . f ° Slope Setback +.na•.a r�Vii 77`Lt---1m/e�n�t/ �G�CfiLe��CiN / 04 Y n� .40- i 14 ", �• .. of .�# Y . r .pi , •.�" t � - ' n, i,r �� ,rw 7 � '. �•7ry 1 R+�x� ' i t i W . �, r7 f� 4. y f R 7: � Y ,,; r • '7, . t t µ- u r l t f �- r. ' DEW ML MW; r-9 16 -0-7 (;5 o BUTTE COUNl-v DIVISION APPROVED vw mm la"MWM Iff im POO= MOM 7W FfM B&W OF DW ClaSM WE13M WJRDM sum im va WER 70m MGM MW MW SM OF WN CWMW 0 TM pomm w ME mm uw_ MW VAMW SMS &S FM lZWJM 7UM"DW EM SM W WOUM W01M MW MW WOWS MUM C&SMM WF OF TW MM MW BMW ME EM sm MUM Fuxw ff is w onimm um MGM MW MT.Sum MW M" SUBM 'M FLOODM THOM vm RM &'UVM Br..MWMD L GRRW$o PJS-4085, 1 I O.Cr t4o. 4085 :m cc -EApites 06130116 m Z_� DECEIVE® ELM APR 21 KIS lwFt %om%'RAVM ASWMTM TRB AND ASSOCIATE! LMD SUJHMWJM Sw AVERM PROM 530-282-4468 FAX 53 CELL 53W712 -1M EIRAW 1 GIb—O-7 X30 TO: EUFIE COUKW PtH3LlC WORKS BUTTE COUNTY WJnBWGt BUILDING DIVISION PH" Nam APPROVED OEC MR# SUBnF APPIATION FOR AP -W On11WIM DEAR IL IEER4F; WE TOOK 13"AMM M THE POWM MOM THE MT HAW OF Offf tet. WERE WAUMM SSS ARE A1rAI�� WE TWO TOOK ELEVAWNS ALONG THE WEST SWE OF DRY ClWMK OSE THE POtl M ON THE EAST ERS THE WEST SWE IS B.S FEEF LOWER THAN THE EASE SIDE OR IN. OW4ER VIOM AW FOOD I MIMRS WOULD CASCADE ORF OF THE AREA, LOW. BEFORE THE EASF SIDE WOULD FLOORL EE IS mr OPWI TMT I ALONG THE EAST SIDE ARE NUF SUBUECF TO Ftp c RON GMVES A TEA E. RSD L 4RiAflErk P.LS, 408&- C., 4186 �\p v� LA G AS.L,9G C.,; *Q 01 No. 4085 N ; :030cc { Expires ,� �" @0611301M16 i • I�tFflVil � fr �/Y/_ � � �� BUTTE COUNTY DEVELOPMENT SERVICES 'REVIEWED FOR � DATE C,ODE C�OMPLIA E � rR . April 11, 2016 Summit Structural Design 383 Rio Lindo Ave., Suite 200, Chico, CA 95926 530.592.4407 www.summitchico.com RE: Larson and Keyser Residence, 3317 Dry Creek Road, Butte Valley, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 03/15/16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Andy Johnson, P.E. OQFLOFESS/�N� C. Jp 8 19' CIVIL. �OF CAUFO� BUTTE COUNTY APR 1 9 2016 DEVELOPMENT SERVICES PERMIT # 81G -(qZ 5� 0 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO - CONI PLI C 5�- DATA_ BY RECEIVE® APR 2 1 TRB AND ASSOCIATES Al JOB: Keyser R R - ® LOCATION: Butte Valley MITek. TRUSS ENGINEERING 655 Cal Oak Rd. POWER TO PERFORM. - - - ! - ;- VUR u. P.O. Box 1947 MiTek Industries, Inc. I Oroville, Ca.95965 7777 Greenback Lane Suite 109 Phone:(530)534-0300 Citrus Heights, Ca.95610 ,. Phone: (916)676-1900 BUTTE FaX� 530 534-5269 Fax:(916)676-1909 COUNTY ' ( ) APR 19 2016 RECEIVED DEVELOPMENT APR 2 1 SERVICES 916 -07-760 � I TRB AND ASSOCIATES ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. This Image was created with 0 WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. REVIEWED FOR CODE COMPLIANCE TIMBER ` PRODUCTS. TRUSSES REQUIRE EXTREME CARE IN HANDLING MAY 2 6 2016 r �;` INSPECTION o BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS 105 S.E. 124th AVE. MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH T 6 AN®�i j�®CiATE I ` Vancouver, Wa. 98684 - WILL NOT BE CONSIDERED A DEFECT PERMIT n_ / �pPhone: (360)449-3840 BUTTE COUNTY DEVELOPMENT SERVICES ®Fax:(360)449-3953 REVIEWED FOR _. CO COMPLIVCE BY DATE // / >'2 E � � �/ n AIN V " -H5- . ' . F David & Elezabeth Larson & Rebecca Keyser - a - 3317•Dry Creek Road 3. Butte Valley, Ca.. 5 . L • {t • T M1� - in fA r -• y1.r�' .. n AIN V " -H5- . ' . F David & Elezabeth Larson & Rebecca Keyser - a - 3317•Dry Creek Road 3. Butte Valley, Ca.. ZLD LU -MiTek �:) MiTek USA, Inc. Oan : 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 f % %0 W Telephone 916/676-1900 Z -°m C„ Fax 916/676-1909 Re: Keyser_R Keyser—R The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R46811455 thru R46811466 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. A Q�Of ESSIO/V P�(ONIO h�Fyc J C 76428 ;0 gy EXP. 12/.31/2016 N * sT9 CIV L March 15,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. i Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION s ' Center plate on joint unless x, y % Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths (Drowings not to scale) Damage or Personal In 9 jury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stabilitybracingfor truss system, e. g. diagonal or x-bring, is aays required. See BCS(. 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemaiive T. I, or Eliminator cr-z C2-3 bracing should be considered. 4 WEBS czo 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 'A6' � �, o O v i �y� 3 W U ,e O= 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0- from outside o- �' u U all other interested parties. edge of truss. 01. 5. Cut members to bear tightly against each other. c�a car cs s O BOTTOM CHORDS ~ This symbol indicates the 6. Place plates on each face of truss at each required direction of slots in 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. connector plates. 7. Design assumes trusses will be suiiab 9 ly protected from 'Plate location details available In MITek 20/20 the environment in accord with ANSI/TPI 1. SOttWar@ or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8 hall not Unless tex exceed 19% at herwise noted, timletof fabrication.sture content of lumber AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 4 width measured perpendicular NUMBERS/LETTERS, 10. Camber is o nonstructural consideration and is the x to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins provided at if indicated. 95110,84-32, 96-67, ER-3907, 9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. Indicates location where bearings iSUppOriS) OCCUr. Icons vary but ©2006 MiTek®All Rights Reserved 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Insioil and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI i : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone - DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Keyser_R (loc) I/defl Ud TCLL 20.0 Plates Increase R46811d55 KEYSER R C11 COMMON 14 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) Job Reference (optional cnaeavor Homes. vwvwo...n a�ae�,.�C................................................ ...,......... .......- .,..,............, ...a.. . ID:zTIUp65PeGhebXegektzaxcVcUMC42tOudPprKf72FCbaMQ_z27TO2knBDfuuVzaxQ6 16. 58-7 11-0.0 3 9 __ ,-- _ 22.0.0 58.7 5-39 539 58-7 4x5 11 Scale = 1:47.2 3x4 = 3x4 = 5x5 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.10 6-7 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.18 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Std REACTIONS (Ib/size) 1=862/0.5-8 (min. 0-1-8),5=862/0-5-8 (min. 0-1-8) Max Horz 1=150(LC 6) Max Uplift 1=135(LC 8), 5=135(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1224/215, 2-3=1097/264, 3-4=10971264, 4-5=1224/215 BOT CHORD 1-7=-112/1019, 6-7=4/673, 5-6=112/953 WEBS 3-6=-94/521, 4-6=286/156, 3-7=94/521, 2-7=286/156 PLATES GRIP MT20 220/195 Weight: 98 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation oulde. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 135 Ib uplift at joint 5. LOAD CASE(S) Standard oQ9,pFESSIO/V14 =Rio P��0N10 y �2c S° C 76428 PZ2� TF F *, March 15,2016 WARNING - Verfly deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03!1015 BEFORE USE. Design valid for use only with MI ekO connectors. This design is based'onN upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingis always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 051 - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Informollon available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4t Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. O -'/112. Truss bracing must be designed by an engineer. For T I 1 2 3 TOP CHORDS c1-2 cs-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator bracing should be considered. W EBSc� 4 3. Never exceed the design loading shown and never 0 , stack materials on inadequately braced trusses. ly- c? O •� ; ��� 3 O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb designer, erection supervisor, property owner and plates 0-'Aa' from outside 0- u U all other interested parties. edge of truss. 0 CL S. Cut members to bear tightly against each other. c7-sC&7 cs-s O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is anon-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the s ecies and size, and p Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, In all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek- is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Keyser_R LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud R46811456 KEYSER_R CHI CAL. HIP 2 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.20 8-9 >999 240 Job Reference ant ons Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Mon Mar 14 16:21:28 2016 Page 1 ID:zTIUp65PeGhebX9L_egektzaxcV-4hwaHOtl fwXgTTE87zjg6Zz83STgIU WwQtPSQxzaxQ5 5.8.14 5 111 9-2-15 12-&1 - 16-0.5 1V22-0-0 22-0-0 5614 0.- 3 33-4 36-1 3-3-4 0.- 3 5-8.14 - ® ® Scale = 1:38.3 4x8 = _ 1.5x4 11 3x8 = 5x6 Z LU a 4 3x6 2x4 II 3x8 = 8x8 = 3x4 = 3x6 �� a 5.8.14 9.2-1516-32 22.0-0 5-8-14 3.6.1 3.61 36-1 58.14 Plate Offsets (X,Y): 12:0.2-8.0.2-41,15:0-3.0,0-1-41.[8:0-4-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.07 8-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.20 8-9 >999 240 BCLL 0.0 '; Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code ISC2012/TPI2007 (Matrix) Weight: 119 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlins, except BOT CHORD 2x6 OF No.2 G 2-0-0 oc purlins (3-7-2 max.): 2-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 1=1600/0-5-8 (min. 0-11-14),6=1613/0-5-8 (min. 0-1-14) Max Horz 1=82(LC 7) Max Uplift 1=-485(LC 8), 6=-493(LC 8) Max Grav 1=1758(LC 13), 6=1774(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r TOP CHORD 1-2=-2785/861, 2-3=2827/932, 3-4=2814/923, 4-5=2318/768, 5-6=2811/872 - BOT CHORD 1-10=-646/2271, 9-10=647/2268, 8-9=878/2849, 7-8=-878/2849, 6-7=661/2246 WEBS 2-10=0/318, 2-9=-337/920, 3-9=556/308, 4-7=801/302, 5-7=-125/777 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; S=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in 611 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the lumber members. Q�OFESSlpNq� green �Q \ `ON to �t`y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 Ib uplift at joint 1 and 493 Ib uplift at joint 6. 8) Girder carries hip end with 6-0-0 end setback.�7 T 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V C 76428 Z 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 412 Ib down and 212 Ib up at p 16-5-13, and 412 Ib down and 212 Ib up at 5-9-7 on top chord. The design/selection of such connection device(s) is the responsibility EXp,12/3112016 of others. *, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • CjV�I\Q SOF 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 CA �FO� March 15,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with PATekO connectors. This design is based only upon parameters shown. and B for an individual building component. not a trusssystem. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 8 is always required for stability and to prevent collapse with possible personal injury and property damage. r -or general guidance regarding the -- - - - fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII OuatityCriteria, DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 9/+ Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. I6 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of tfU55 and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x-brocing, is always required. See BCSI. O 1/t 2. Truss bracing must be designed by an engineer. For fir, 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator 1bracing 1 ci-2 cz-3 should be considered. WEBS 4 3. Never exceed the design loading shown and never inadequately For 4 x 2 orientation, locate po �y9 3 stack materials on braced trusses. 4. Provide copies of this truss design to the building U >b plates 0-14 from outside o �' v U all other interested parties. edge of truss. S. Cut members to bear tightly against each other. cr e C6-7c, O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicdtes the 8 7 b 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI I. 'Plate location details available In MlTek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 x 4 responsibility of truss fabricator. General practice ls to to slots. Second dimension is comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (Supports) Occur. Icons vary but O c 2006 MTek®All Rights Reserved anot cut or after truss member or plate without prior 16. approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. HN 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek- is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rQ PERFORM." ANSI/TPI 1 Quolily Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Keyser R a ' 846811456 KEYSER R CH1 CAL. HIP 2 1 - Endeavor Homes, Orovllle. CA 95965 7.430 s Jul 25 2013 Mrrek Industries, Inc. Mon Mar 14 16:21:29 2016 Page 2 ID:zl1Up65PeGhebX?L_egektzaxcV-4hwaHOtl fwXgTTEB7zjg6Zz83STgIU V&QtPSQxzaxQ5 LOAD CASE(S) Standard Jab Reference (optional) Unifonn Loads (plf) Vert: 1-2=60, 2-5=113, 5-6=60, 1-6=38(F=-18) Concentrated Loads (lb) z Vert: 2=-270 5=270 0 ®a® Z LU Q cQ5 ca Job Truss Truss Type Qty Ply Keyser R a ' 846811456 KEYSER R CH1 CAL. HIP 2 1 Jab Reference (optional) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only Wth MTn eW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Net' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 r , e a WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only Wth MTn eW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Net' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 r , WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only Wth MTn eW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Net' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths �� (Drawings not to scale) Damage or Personal Injury Apply plates to bath sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is otways required. See BCSI. 0-1/16 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or oBemative T, I, or Eliminator T r ci-2 c" bracing should be considered. W EBS4 3. Never exceed the design loading shown and never For 4 x 2 orientation, locate Q e W m u � 3 � � U vb O= stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0- W' from outside o_ �' u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. C7-8 co- c5-6 � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In Mitek 20/20 the environment in accord with ANSI/TPI I. software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is o non-structural consideration and is the responsibility of truss fabricator. General practice Is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (Supports) occur. Icons vary but O c 2006 Mitek®All Rights Reserved 16. not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. . ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures( before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER To PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 1 G-'08 Job I Truss Truss Type Qty Ply Keyser R Plates Increase 1.25 TCDL 10.0 1-6 >999 360 Lumber Increase 846811457 KEYSER R CH2 CALHIP 2 1 4 n/a n/a - LUMBER ' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. TOP CHORD 2x4 DF No.2 Job Reference (optional) • 3x4 0 ID:z nUp65PeGhebX7L_egektzexcV-YtUyVjufQEfW5dpNggE3fnVFrsovU7W4eX89yOzaxQ4 7-8.14 7-11 11 14-0-5 14 2 22-0-0 7.8.14 0- . 3 6-0-10 0- - 3 7-8-14 - ® ® Scale = 1:38.6 4x10 = 5x8 W LU ■ t = `f� IG '�Bt3 7 8 D 8.00 12 ®® W�rr A, LOADING ( I SPACING 2-0.0 1 TOLL 20.0 (loc) I/deft Ud Plates Increase 1.25 TCDL 10.0 1-6 >999 360 Lumber Increase 1.25 + BCLL 0.0 ' 1-6 >999 240 Rep Stress Incr YES BCDL` 10.0 4 n/a n/a Code IBC2012/TPI2007 LUMBER ' 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. TOP CHORD 2x4 DF No.2 Suite 109 BRACING BOT CHORD 2x4 DF No.2 Citrus Helclhls. CA 95610 TOP CHORD WEBS 2x4 DF No.2. e I� 4 6 5 3x4 = 1.5x4 I I 5x5 = 1-41.[5:0-2-8.0-3-01 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.59 Vert(LL) -0.08 1-6 >999 360 MT20 220/195 BC 0.50 Vert(TL) -0.25 1-6 >999 240 WB 0.05 Horz(TL) 0.03 4 n/a n/a fabricotion, storage, delivery, erection and bracing of trusses and miss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component (Matrix) 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Weight: 89 Ib . FT = 20% Suite 109 BRACING Citrus Helclhls. CA 95610 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, except 2-0-0 cc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS(Ib/size) 1=862/0-5-8 (min. 0-1-8),4=862/0-5-8 (min. 0-1-8) 1 Max Horz 1=105(LC 7) Max Uplift 1=135(LC 8), 4=-135(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' TOP CHORD 1-2=1195/198, 2-3=906/225, 3-4=1199/199 BOT CHORD -1-6=89/886, 5-6=-89/885, 4-5=-75/894 WEBS 2-6=0/301, 3-5=0/285 .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 135 Ib uplift at joint 4. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q�OFESSIONgI =C,�O �ONIO J C 76428'Pz�� v EXP. 12/31/2016 clo- 10- �TFOF CA%_w March 15,2016 AWARAING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and Is for an Individual building component, nota 151' truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overallbuilding design. Brocing Indicated Is to prevent buckling of Individual truss web and/or chord members onlyAdditional temporary and permanent bracingIs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - - - - fabricotion, storage, delivery, erection and bracing of trusses and miss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Helclhls. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4$dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 .i/� 6 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces ihemselves TOP CHORDS may require bracing, or allemaiive T, I, or Eliminator cr-z C2-3 bracing should be considered. 4 WEBS cz' 3. Never exceed the design loading shown and never Q stack materials on inadequately braced trusses. For 4 x 2 orientation, locate U eb Oz 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-'Aa' from Outside 0- �' u U all other interested parties. edge Of truss. p 5. Cut members to bear tightly against each other. a-e cb-a cs 6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 65 joint and embed fully. Knots and wane at joint o required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from ' Plate location details available In f1AlTek 20/20 the environment in accord with ANSI/TPI I. sottware or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P rP 4 x 4 Width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to t0 slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but O c 2006 MiTek®All Rights Reserved 16. anot cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.iTe and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. k® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Oty PlyKeyser R " • - R46811458 KEYSER R CH3 CAL HIP 2 1 ' Job Reference a do al Endeavor Homes. VrOWae, UA UOU00 ID:zTIUp65PeGhebX7L egektzaxcV-032LI3vHAYnNinOeEOmlC_2WWFBWDOIDtBuYVgzax03 411-5 9-&14 9-1111 12.0-5 12 2 17-0.11 220-0 r 4-11-5 49-9 0- - 3 2-0.10 0- - 3 4-9-9 4.11-5 Scale = 1:43.3 REACTIONS (Ib/size) 1=862/0-5-8 (min. 0-1-8),6=862/0-5-8 (min. 0-1-8) Max Horz 1=132(LC 7) Max Uplift 1 =1 35(LC 8), 6-135(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1299/213, 2-3=944/211, 3-4=733/212, 4-5=-948/211, 5-6=1297/212 BOT CHORD 1-10=119/1001, 9-10=119/1001, 8-9=21/712, 7-8=118/999, 6-7=-118/999 WEBS 2-9=-362/123, 3-9=39/288, 4-8=30/255, 5-8=354/120 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=241t eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of, truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 135 Ib uplift at joint 6. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard r , Q�pFESS10Nq� =CSO Pa�O N 10 yF�P yC2 C 76428 z v EXR 1213112W6 �OFCA March 15,2016 ,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with PNT00 connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingON is of,vays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA. 22314. Suite 109 Citrus Heights, CA 95610 4x12 = Z • - 5x6 = ® ® .. 8.00 12 0 3x5 3x5 U 0 CL I i N 6 I$ 3x4 = to 1.5x4 II 9 3x4 = 8 5x8 = 7 3x4 = 1.5x4 ll 4-11-5 9-&14 12-32 17-0-11 M 4-11-5 49-9 26-4 *2 4-9-9 4-11-5 - Plate Offsets (X Y)• [4:0-3-0_0-1-41, 18:0-3-12.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.03 9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.08 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES W3 0.19 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 115 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except BOT CHORD' 2x4 DF No.2 2-0-0 oc purlins (6.0-0 max.): 3-4.: WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nsta alio u de REACTIONS (Ib/size) 1=862/0-5-8 (min. 0-1-8),6=862/0-5-8 (min. 0-1-8) Max Horz 1=132(LC 7) Max Uplift 1 =1 35(LC 8), 6-135(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1299/213, 2-3=944/211, 3-4=733/212, 4-5=-948/211, 5-6=1297/212 BOT CHORD 1-10=119/1001, 9-10=119/1001, 8-9=21/712, 7-8=118/999, 6-7=-118/999 WEBS 2-9=-362/123, 3-9=39/288, 4-8=30/255, 5-8=354/120 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=241t eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of, truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 135 Ib uplift at joint 6. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard r , Q�pFESS10Nq� =CSO Pa�O N 10 yF�P yC2 C 76428 z v EXR 1213112W6 �OFCA March 15,2016 ,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with PNT00 connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingON is of,vays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA. 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION s/a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is always required. See BCSI. Q `/T 6 r 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or attemative T. I, or Eliminator cr-s cs-3 bracing should be considered. c 4 WXZ- 3. Never exceed the design loading shown and never a ,, stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O v �> 3 U >b r =O 4. Provide copies of this truss design to the building designer, erection supervisor, properly owner and plates 0 -'AJ' from outside a U all other interested parties. edge of truss. 0a0 5. Cut members to bear tightly against each other. c» C6-7csc BOTTOM CHORDS ~ 8 7 This symbol indicates the 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in 6 5 locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In flAiTek 20/20 ' the environment in accord with ANSI/TPI 1. software or upon request. 8 Unless otherwise noted, ure content lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hall not exceed 199 attimletof fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 Width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purrins provided at indicated if indicated. 95110, 84-32, 96-67, ER -3907, 9432A spacing on design. 14. Bottom chords require lateral bracing at i0 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but no O a 2006 MiTek® All Rights Reserved not cut or alter truss member or plate without prior 16. approval of an engineer. reaction section indicates joint Fl number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate POWER rO PERFORM.'" ANSI/TPI i Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Keyser_R 846811459 KEYSER R CJ1 JACK 4 1 — ob Reference (optional)' 1-11-11 r 1-11-11 � 2 2x4 = ID:z-nUp65PeGhebX7L_egektzaxcV-UGbjvPwvxrvEKxzmo5HXkCbktf WXyvgN6rd61 GzaxQ2 _ Scale = 1:11.8 Ib =i ter ■ a v 3 LOADING (psf) SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP t TCLL 20,0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.06 1-3 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.16 1-3 >447 240 BCLL " 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=115/0.5-8 (min. 0-1-8), 2=56/Mechanical, 3=59/Mechanical Max Horz 1=39(LC 8) Max Uplift2=34(LC 8) Max Grav 1=137(LC 3), 2=58(LC 13), 3=1118(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plte grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 2. LOAD CASE(S) Standard QgOFESS1OA14'Z ��O ON 10 'yF Fyc/ r J U C 76428 z v EXP. 1213112 6 ti 1k �rFOF CA1.1 March 15,2016 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE., Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU'IPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ,A General Safety Notes PLATE LOCATION AND ORIENTATION 3/s Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. -'6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates t0 both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is always required. See BCSI. 0.1 b 1 3 2. Tans bracing must be designed by an engineer. For 2 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T,1, or Eliminator ci-x csa bracing should be considered. 4 WEBS czq 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O v r� a4. U ab y O= Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0 -'Ag' from outside a- �' u U all other interested parties. edge of truss. O_ 9 5. Cut members to bear tightly against each other. C7-8 car c5_6 O BOTTOM CHORDS This symbol indicates the 6. Place plates on each face of truss at each required direction of slots in 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In MiTek 20/20 the environment in accord with ANSI/TPI I. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8 hagUnlesotherwise notex eed 19% at time tof fabrication.ure content of lumber AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is anon -structural consideration and is the x to Slots. Second dimension is responsibility of truss fabricator. General practice is to comber for dead load deflection. the length parallel to slots. 11. Plate type, size• orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated ore.minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and ' in all respects, equal to or better than that 000, Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purfins provided at if indicated. 95110, 84-32, 96-67, ER -3907, 9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed• unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but O c 2006 MiTek®All Rights Reserved not cut or alter truss member or plate without prior 16. approval pproval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable M11 environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89'. Design Standard for Bracing. MiTek Is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Keyser_R TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 cc bracing. • R46811460 KEYSER R C.12 REACTIONS (Ib/size) 1=163/0-5-8 (min. 0-1-8), 2=105/Mechanical, 3=57/Mechanical Max Horz 1=75(LC 8) Max Uplift2=-64(LC 8) Max Grav 1=163(LC 1), 2=109(LC 13), 3=114(LC 3) 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. enaeawr Homes, vmvi warm JACK 4 1 Job a ce (optional) 7.430 s Jul 25 2013 MITek Industries, Inc. Mon Mar 14 16:21:312016 Page 1 , ID: zTIUp65PeGhebX?L_egektzaxcV-UGbjvPwvxrvEKxzmo5HXkCbiowvyvgN6rd61 GzaxQ2 3-11-11 3-11-11 2 2x4 = Scale= 1:18.3 LOADING (psf) TCLL 20.0 TCDL 10.0 'BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.18 BC 0.34 WB 0.00 (Matrix) DEFL in ([cc) Vdefl Ud Vert(LL) -0.06 1-3 >999 360 Vert(TL) -0.14 1-3 >492 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 220/195 l Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=163/0-5-8 (min. 0-1-8), 2=105/Mechanical, 3=57/Mechanical Max Horz 1=75(LC 8) Max Uplift2=-64(LC 8) Max Grav 1=163(LC 1), 2=109(LC 13), 3=114(LC 3) 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 2. LOAD CASE(S) Standard Q�OFESSIOA/ ONIO h%yc2 =��O C 76428 z • v EXP.1213112016 m 1 *any + CIVICar �rFOFCAUFp� March 15,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only Win MiTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' 8 Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - - fabdcation, storage, defivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexanddo, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T. I, or Eliminator .. ci-z C2-3 bracing should be considered. 4 WEBS cza 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. For 4 x 2 orientation, locate cy-O u ��� `: �y� 3 � U sb 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-'n6' from outside � u U all other interested parties. edge of truss. 0_ 5. Cut members to bear tightly a g Nainst each other. g C7-B Cbl CS6 0 BOTTOM CHORDS This symbol indicates the6 6. Place plates on each face of truss at each required direction of slots in 8 7 5 oint and embed fully. Knots and wane at joint 3ocations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In MITek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. - AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the. output.. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins provided at indicated if indicated. 95110, 84-32, 96-67, ER-3907, 9432A spacing on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 02006 MTek®All Rights Reserved 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions or this design (front, back. words Plate Connected Wood Truss Construction.iTMek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate POWER rO PERFORM.'" ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 n �- ly Ply • Job Truss _ Truss Type t City - - Keyser CJ3 i 4 4 1 • R46611461 r b eee ce o do a � k - Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon Mer 14 16:21:32 2016 Pagel `• �.. i ID:zTIUp65PeGhebX?L_egektzaxcV-yS9571xXi915y5YyMpomHP7o33r8hM4WLVN2zaxQ1 5-11-11 _ .. 5-11-11 Scale = 1:24.9 1 J Ln F i-}. `, ,. ] ,,. Z mss. ,r >. Ikk' r rf R .. • •rJ �r , Ib �® 2 ,a. . = 3 ,. Im 2x4 _ _ v •• �. _ LOADING (psf) •, SPACING 2-0-0 CSI DEFL in (loc) I/deft, Ud PLATES GRIP TCLL 20.0 X Plates Increase 1.25 TC 0.47 Vert(LL). -0.06 1-3 >999,' 360' ' MT20' 220/195 ' TCDL 10.0 Lumber Increase 1.25 BC 0.34 - Vert(TL) -0.14 1-3 >492 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 ., n/a _ n/a 1 "V, BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 18 Ib FT = 20°h LUMBER". N :' BRACING r r+ TOP. CHORD 2x4 DF No.2y TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. {: BOT CHORD 2x4 DF No.2 ` t BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer 1,t F;• , "•. '• r r '. Installation guide. REACTIONS (Ib/size) 1=223/0-5-8 (min. 0-1-8), 2=165/Mechanical, 3=57/Mechanical r- y ` .r• " a Max Horz 1=114(LC 8) + ,`' ,.' r I _7.4 ' Max Uplift 2=98([_C 8) ' -' - r Max Grav 1=223(LC 1), 2=170(LC 13), 3=114(LC 3) '1. q4.t a I r, FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - j NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; « Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate { grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r ; ' 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' • , fit between the bottom chord and any other members. ' ~ - t 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at Joint 2. w , 1 • LOAD CASE(S) Standard �OFESSIO& ON 10 Q C-76428 �q, r L' z v EXR 12/3112016 rFOFCAL g 4 P, - I, ; .. March 15,2016' , n �- ly Ply • - - - KEYSER_R - CJ3 i JACK 4 1 • b eee ce o do a Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/1 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 0 1/i6r 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator T should be considered. C1-2 C2-3bracing WEBS 4 Cxo 3. Never exceed the design loading shown and never inadequately braced trusses. For 4 x 2 orientation, locate p oc O�'� 3 �y� 3 O U stack materials on 4. Provide copies of this truss design to the building designer, erection supervisor, rn6' �e y = property owner and interested plates 0- from outside Q.. u U all other parties. edge of truss. 5. Cut members to bear tightly against each other. c7-8 co -z cs-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in M1Tek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with vire retardant, preservative treated, or green lumber. The first dimension is thelate p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is anon -structural consideration and is the 4 v 4 width measured perpendicular responsibility of truss fabricator. General practice ls to /` to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum placing requirements. LATERAL BRACING LOCATION ICC -ES Reports: species and size, and 12. Lumber used shall be at the s p Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, in all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior ��no (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER M PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Keyser_R - • 846811462 KEYSER_R � CJ4 •JACK - � 4 P !9 .. . � - lob Reference o t'o a :'. • Endeavor Homes, OroNlle, CA 95965 • - . 9 +.r.•. 7.430 s Jul 25 2013 MITek Industries, Inc. Mon Mer 14 16.21.32 2016 Page 1 r .1 r L ID:zTIUp65PeGhebX7L_egektzaxcV-yS957lxXi915y5YyMpomHP7o_3r8hM4WLVNfZzaxQ1 ' 6-0-0 7 - s -a t. • , Scale: 3/8"=1' • n 8.00 12• .. .. 2 1• 1, , �,® �' _ �> > /, l.r 1 ��: t ®®•® [. UJ Z - 2x4 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft Ud `- PLATES GRIP ' TCLL r 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 1-4 >999 360 • MT20. 220/195: .� " TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 1-4 >492 1`240 ` BCLL . 0.0 .' . Rep Stress Incr YES WB • 0.00 Horz(TL) -0.00 3 n/a , n/a r ; - BCDL 10.04 Code IBC2012/TP12007 (Matrix) Weight: 21 Ib FT = 20% .{ + LUMBER .1 �` , BRACING r 4TOP CHORD 2x4 DF No -2 t," TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 ;j ' ' } ,' .. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t. , MiTek recommends that Stabilizers and required cross bracing + be installed during truss erection_, in accordance with Stabilizer - •, •• I Installation guide. - - [r.. REACTIONS All bearings 0.5-8 except Qt=length) 3=Mechanical, 4=Mechanical: ` �1 ^'..,• r '; ,. (lb)'- Max Horz 1=153(LC 8) • * Max Uplift All uplift 100 Ib or less at jolnt(s) 3 except 2=-133(LC 8) ;'' , . , , t•' .1' ` Max Grav All reactions 250 Ib or less at joints) 1, 3, 4, 2 ; a r FORCES (lb) - Max. Comp./Max. Ten. ` All forces 250 (lb) or less except when shown. NOTES i 1 t + '1) Wind: ASCE 7-10, Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate ' grip DOL=1.33 t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4, 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will + - • fit between the bottom chord and any other members. _ t'� 4) Refer to girder(s) for truss to truss connections. s r 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) N = 2=133. 6) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 2. r •` LOAD CASES l '. e CASE(S) S' • -, j � 1 , {� F 'tt r �OFESSIO/v +� COQ �ONIO t ) W o`o y m 76428 t EXP. 12/31/2016' m OFIC µ n „ •' ^., .�. March 15,2016' a . Job Truss Truss Type Qty Ply Keyser_R - • 846811462 KEYSER_R � CJ4 •JACK - � 4 1 . � - lob Reference o t'o a F pWARNING -Verify design parameters and READ NOTES ON 1NI5 AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. - Design valid for use only with mireke connectors. This design is based only upon parameters shown. and is for an Individual building component, not - o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall _ building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 8 . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1- fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Qually Cdteda, DSB-89 and BCSI Building Component - .- 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ - Suite 109 1 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth, 1. Additional stability bracing for truss system. e.g. diagonal or x -bracing, is always required. See SCSI. Q.1/16' 1 3 2. Truss bracing must be designed by an engineer. For 2 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alfemotive T, I, or Eliminator T T C1-2 C2-3bracing should be considered. o WEBS c� 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 0 0 3 U sb h 0 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates -'Al' from outside a �' v U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7.8 C67 cs-c O � BOTTOM CHORDS This symbol indicates the 6. Place plates on each face of truss at each required direction of slots in 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably y protected from 'Plate location details available In MITek 20/20 the environment in accord with ANSI/TPI I. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8 hall not Unless tex exceed 19% at tihervvise noted, me tof fabrication.ure content of lumber AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is anon -structural consideration and is the x to slots. Second dimension is responsibility of truss fabricator. General practice is to comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352. ER -5243, 96048, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins provided at if indicated. 95110, 84-32, 96-67, ER -3907, 9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 fl. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. location where bearings (supports) occur. Icons vary but 4kIndicates O c 2006 MTek®All Rights Reserved 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.M ® and pictures( before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. I Te is not sufficient. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate POWER ra PERFORM.`" ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 (optional) Job Truss Truss Type Qty • Ply Keyser R ' • � t'!- • 848811483 KEYSER_R CJS - JACK - 4 1 - f. �' e t Endeavor Homes, Orovllle, CA 85985 7.430 s Jul 25 2013 MITek Industries, Inc. Mon Mar 14 16,21,33 2016 Page 1 c • ID:zTIUp65PeGhebX7L_egektzaxcV-QejTK5x9TTAyZF78vWJOpdgzjTBNPpKgZ96D59zaxQO _ 6.0.0 6.0.0 �, - - r ; T r. _. �: •. , ,. Scale = 1:38.6 Ics .. a +8.00 ' !• ® •r , i 12 i , • •.. - 1{t ,,� _ . A ., L C f`•,r y 'r I � .�, �• � 2 i ' 1 mZ . and a •' t ! •� ®® `'• -• fir•' • 5 a 0 0 .'1 s _ - - l4.• CL � « � ....� , r �.., rs .. ' / i ; ,• pyo � � '= • ., y - + ., A• 2x4 = , 4 1 f •_ -, �A ... ' iac 6o -D " r 6-0-0 - - ` LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid - PLATES GRIP •, TCLL,. 20.0 Plates Increase 1.25 TC , 0.47 Verf(LL) 0.06 1-4 >999 360 " MT20 2201195 t TCDL 10.0 Lumber Increase 1.25 BC 0.34 I� Vert(TL) -0.14 1-4 >492 240 BCLL*, . 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a < •• aV. ° _; BCDL 10.0 Code IBC2012rrP12007 (Matrix)., t, / Weight: 25 Ib FT = 20% • 1 c�• LUMBER t , - BRACING - •. TOP CHORD 2x4 DF No.2 '• TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 % •. + r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer �.. Installation guide. + • �- REACTIONS All bearings 0-5-8 except Qt=length) 3=Mechanical, 4=Mechanical. (Ib) - Max Horz 1=192(LC 8) !•', • Max Uplift All uplift 100 Ib or less at joint(s) 3 except 2=-169(LC 8) • Max Grav All reactions 250 Ib or less at joint(s) 1, 3, 4 except 2=294(LC 13) , ;FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; 'w 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) f' ' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate • grip DOL=1.33 r 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • a ' • 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will a fit between the bottom chord and any other members. F _ 4) Refer to girder(s) for truss to truss connections. , • 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=169. ' 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Y ? v - • 7 LOAD CASES) Standard 4 �Of ESSION _ �(ONIO ti`�yc J.,." .r J 6 C 76428 7- -4 , I •+ r ,y EXP.1 3112016IVI r '� , t� • _ �FOF n, y e + ` r f a1 t, CA1,rt ' 1 • March 15,2016 • +, Job Truss Truss Type Qty • Ply Keyser R ' • � • 848811483 KEYSER_R CJS - JACK - 4 1 - Job Reference WARNING - Verity design paramelm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/0]/2015 BEFORE USE. { Design valid for use only with MiTek0 connectors. This design is based on N upon parameters shown. and is for an IndMdual building component, not Wela truss system. Before use, the building designer must verity the applicablity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - _ fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Cdteda, DS B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ - Suite 109 - Citrus HeloMs. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION $/4 Center plate'on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Q �f/T 6' 1 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T. I, or Efiminator C1-2 C23 bracing should be considered. wEes c 4 3. Never exceed the design loading shown and never o ,, ce0 stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 3 V ell y Oz 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-'Ag' from Outside a �' u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. C7-0 Cbl cs.6 � This symbol indicates the BOTTOM CHORDS 6. Place plates on each face of truss at each required direction of slots in 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In MiTek 20/20 the environment in accord with ANSI/TPI I. software or upon request. 8. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO shall not exceed 19% of time of fabrication. PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is anon-structural consideration and is the to slots. Second dimension is responsibility of truss fabricator. General practice is to the length parallel to slots. comber for dead load deflection. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, In all respects, equal to or better than that specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purfins provided at if indicated. 95110, 84-32, 96-67, ER-3907, 9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 15. Connections not shown are the responsibility of others. (supports) occur. Icons vary but reaction section indicates joint C 2006 MiTek® All Rights Reserved 16. Do not cut or atter truss member or plate without prior approval of an engineer. number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction.MiTek ® 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, POWER rc PERFORM.'" 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metol Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Endeavor Homes, Orovllle, CA 95965 ' - ..•+°u ° uur ca �� �� �.�� �� ,,,,.��.,,�� rX. ,.,0... ,.,o ,. ,...�....., �..,,...... , - _ ID:zTIUp65PeGhebX7L_egektzaxcV-NtrElnzQ?4QgpYH, IxLUv2lQsGyetjgylTbJAlzaxQ_ Job • Truss Truss Type Qty Ply Keyser_R ��F J _ 846811465 ' KEYSER R - Sc1. JACK " 4 - 1 •�+: r { f t $1 Id �•• . job Beference (optional Endeavor Homes, Orovllle, CA 95965 ' - ..•+°u ° uur ca �� �� �.�� �� ,,,,.��.,,�� rX. ,.,0... ,.,o ,. ,...�....., �..,,...... , - _ ID:zTIUp65PeGhebX7L_egektzaxcV-NtrElnzQ?4QgpYH, IxLUv2lQsGyetjgylTbJAlzaxQ_ Scale = 1:11.5 ' •� ,. 2-2V Z T all r { f t $1 Id �•• . 00 3 2 = A x4 - - �� • 4 „ 2-0.0 .. 2.0.0 t r `LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) Ildefl " •Ud PLATES GRIP `.TCLL' 20.0 '1 Plates Increase .1.25 TC 0.05 Vert(LL) _-0.00 1 >999 360 MT20 i 220/195 .,> +r'TCDL 10.0 Lumber Increase .1.25 BC. 0.03 Vert(TL) -0.00. 1-3 >999' 240 r BCLL``, 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a nla , y ' BCDL 10.0',', ' Code IBC2012ITPI2007 (Matrix) I Weight: 6 lb FT = 20% ` LUMBER BRACING TOP CHORD 2x4 DF No.2 •t) a ,+ ,l TOP CHORD " Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 3 } BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0 4. ` Y , MiTek recommends that Stabilizers and required cross bracing , .r r r • be Installed during truss erection, in accordance with Stabilize_ r ' Installation guide. j REACTIONS (Ib/size) 1=76/0-5-8 (min. 0-1-8), 2=5 /Mechanical, 3=19/0-5-8 (min. 0-1-8) ,z Max Hoa 1=39(LC 8) r a Max Uplift 2=34(!-C 8) ' + r r Max Grav 1=76(LC 1), 2=58(LC 13), 3=38(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. N r' ^ ' r -NOTES ` +a+ 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate + grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. + 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.,, ' 4) Refer to girder(s) for truss to truss connections. + 4 100 Ib uplift at joint(s) 2. f 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding fw LOAD CASE(S) Standard e - T OFESSIOAl ONIO6428 ' Z ;0 , • - ±' EXP. 12/3112016 m �z • OFIC 44 . ;. March 15,2016, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 1 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both Sides Of truss and fully embed teeth. 1. Additional stability bracingfor truss system, e.g. diagonal or x-bra ing, is aays required. See BCSI. Q.�/� d' 1 2 3 2. Tens bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves TOP CHORDS may requbracing, or ofiemotive T, I, or Eliminator 1 cr-z C2-3 bracing shouireld be considered. WEBS 4 Do 3. Never exceed the design loading shown and never ^ D stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 0 6 � =O u ; ��� 34. O U sb = Provide copies of this truss design to the building designer, erection supervisor, properly owner and plates 0 Ad' from Outside a_ all other interested parties. edge Of trU55. 0 0 5. Cut members to bear lightly s ht against each other. s - I c��e cC6-7c� O BOTTOM CHORDS This symbol indicates the6 6. Place plates on each face of truss at each required direction of slots in 8 7 5 oint and embed fully. Knots and wane of joint locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably N protected from 'Plate location details available in f1A1Tek 20/20 the environment in accord with ANSI/TPI I. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE ervAse noted, ure content 8 tshall notex exceed 19% at timet of fabrication. AROUND AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber Is a nonstructural consideration and is the x to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ' ICC-ES Reports: 12. Lumber used shall be of the species and size, and - in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheothed or purlins provided at if indicated. 95110, 84-32, 96-67, ER-3907,9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 H, spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint © 2006 MiTek® All Rights Reserved 16. Do not cut or atter truss member or plate without prior approval at an engineer. number where bearings occur. 17. Install and load vertically unless indicated otherwise. Egm18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, POWER ro PERFORM.`" 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Keyser_R CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 846811466 KEYSER R SC2 JACK 4 1 � pan Job Reference o t'o al . ea n —1 InA„elrlaa Inr Mnn Mar td 18.71'7F 7m1a Pane 1 hnaeavor Momes, Vrovnle, . wew ID:zTIUp65PeGhebX?L_egektzaxcV-N 1 rElnzQ?4QgpYHX1 xLUv2lQnGyetjgyl TbJA1 zaxQ_ 2.0-0 3.11-11 2.0-0 1-11-11 3 2x4 = 4 Scale = 1:18.5 - _ 2-0.0 . - I 2-0.0 Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) " -0.00 1 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1-4 >999 240 'Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. " BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 9 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 " TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS All bearings 0-5-8 except Qt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz 1=75(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 2 Max Grav All reactions 250 lb or less atjoint(s) 1, 3, 4, 2 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard Q�pFESSIOAI ONIO h�F.yc J C 76428 z EXR 12/31/26 r OF March 15,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not I a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 8li is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 'Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. " Suite 109 Citrus Hel hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths )Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. stability 1. Additional stabile bracingfor truss system, e. g. diagonal or x-br is always required. See BCSI. 0.1/t6 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator ft cr-z C2-3 bracing should be considered. 4 WEBS czo 3. Never exceed the design loading shown and never o 0 stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O v �� �y� w U eb 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0- W' from outside o_ u U all other interested parties. edge Of truss. 0 p cza C6-7 cs-6 1` 5. Cut members to bear tightly against each other. This symbol indicates the BOTTOM CHORDS 6. Place plates on each face of truss of each required direction of slots in 8 7 b 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitab 9 N protected from 'Plate location details watlabie in MlTek 20/40 the environment in accord with ANSI/TPI 1. SOft1Mf]re or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Unless herwise noted, 8 hall not tex exceed 19% at ti�m�etof fabrication. lumber ure content of AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the x to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, stze, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC -ES Reports: 12. lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purfins provided at if indicated. 95110, 84-32, 96-67, ER -3907, 9432A spacing indicated on design. _ 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (Supports) OCCUr. Icons vary but ©2006 MTek®All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPIi : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with Installing 8, Bracing of Metal Plate PC7WER 1170- PERFC7RM.`" ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 383 Rio Lindo Ave, Chico., CA 95926 TRt3AND ASsociATES p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Dorm Lord Project Larson & Keyser Residence Address: ............ _ 3317 Dry Creek Road, Butte Valley, CA `I�eRQFESS; p,^vhq C. Jp L `moo g EIV 12 o4 /tt It (P L6 6V�ED FOR CO®F G "� tc�P,It..ANCE MAI. �Y 2016 TR TRB Note: Summit Structural Design (SSD) is not responsible for on-site inspection to _ assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this c set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. BUTTE COUNTY c k DEVELOPMENT SERVICES�'i ' B ► r DEVELOPMENT 1'�U:� r�T- �E ES�a r FORCOMPLIANDATEM�APR 1 20 rs 383 Rio Lindo Ave, Chico., CA 95926 TRt3AND ASsociATES p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Dorm Lord Project Larson & Keyser Residence Address: ............ _ 3317 Dry Creek Road, Butte Valley, CA `I�eRQFESS; p,^vhq C. Jp L `moo g EIV 12 o4 /tt It (P L6 6V�ED FOR CO®F G "� tc�P,It..ANCE MAI. �Y 2016 TR TRB Note: Summit Structural Design (SSD) is not responsible for on-site inspection to _ assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this c set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TOTHE 201.3 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL- DESIGN) 15 RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULLAGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS., SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF TIDE STRUCTURE, +C) r • THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE. DO NOTSHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION: SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETCETERA. 0) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE. CALCULATIONS, THEN ITSHALL BE CONSTRUCTED IN T14E SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF T'HE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL. BEARING =• 1.,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE 15 ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. Q THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. 0) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL. BEAR ON UNDISTURBED SOIL. WITH A FOOTING DEPTH BELOW FROSTLINF.. F.) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALT. SLOPE AT A MINIMUM SLOPE OF 596 AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIALSHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 909. 1) USE 4, DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1. OF THE 2013.CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. Q ALL CEMENT USED SHALLCONFORM TO ASTM C-150 AND SHALL BE TYPE it OR TYPE IR LOW ALKALI. 0) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA 15 UNAVAILABLE. IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION Of ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE. FOLLOWING ASA SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH t13 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" -SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3.1/2" SLAB WITH 113 AT 15" E.W. ABOVE. MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME 5UB-SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP X" OF SLAB FOR CRACK CONTROL. AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOTTO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: 115 BARS AND SMALLER: 14" 46 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.U. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. A14D LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) ,JS AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL. BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 2 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING. 1. ROOF SHEATHING: Y," APA RATED 37/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O,C- FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: V," APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAILTO ALL SUPPORTS. PROVIDE 1/8" GAP ATALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE•LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. , GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER, FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY, GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICA'TOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, RITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704,2, C.) MICRO -LAMS: MICRO-IAMS (LAMINATED VENEER LUMBER) SHALT. HAVE FB = 3.100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 3100 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X 129°' THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM AND (7) BOLTDIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OFTHE SILL PLATE WASHER SHALL BE LOCATED X," MAXIMUM FROM FACE OF WALL.SHEATHING. AT SHEAR WALL LOCATION$ SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.j FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P,A. OR W.C.L.i.S. AND SHALL HAVE A MOISTURE. CONTENT LESS THAN 19"0, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE OF -L 111 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DFA 112 U.N.O. 4, 2X JOISTS SHALL BE DF -L N2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L 112 6. EXPOSED BEAMS SHALL BE DF -L HI APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" QF FOUNDATION, NAILS SHALL. BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE. SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRE55URE TREATED WOOD SHALL BE. STAINLESS STEELOR OTHERWISECERTIFIED RY THE'. MANUFACTURER TO RESIST' CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD, 1.) MANUFACTURED "P' JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL. BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U,WO. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 ie LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6.2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS. ALL. FRAMING MEMBERS SPECIFIED IN -THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION, C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE., WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS, TIME CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O, D.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING. PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10`•0" ,,47,_i4_� 6-4 POSTS/TRIMMERS A.) SUPPORT': SUPPORT ALL UPPER LEVEL POST'S AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-S WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALLOCCUR ATTHE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U,N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U,N.O, B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE. STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS; WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH OO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-10, FOR SILLAND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB, D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE, E.) FASTENERS IN PRESERVATIVE OR FIRE. RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARC141TECTURAL AND STRUCTURAL DRAWINGS AND COC 2303.4. B) COMPLETE CALCULATIONS ANDSHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE. OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMITAND PRIOR TO TRUSS FABRICATION. C) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSF BOTTOM CHORD LIVE LOAD 1OPSF (NOWCONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 36 PSF- UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS 1, 11, 111, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: 0 D) WIND SPEED: 110 MPH EXP C PROJECT.- SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: www.summitchico.co n MATE: DESIGN OF YVIf� 1 I co lb ... I 3 BQTTE CO U NTS" BUILDING DIVISION �_ APPROVED Surnmit Structural Design Project: - Page: Engineer: Date: nizcinn nf- MWFRS-Envelone Procedure (ASCE 7-10. Section 28.6) Conditions: 'l 1. Simple Diaphragm_ i:l 2. Low-rise 3. Enclosed 4. Regular Shaped S. Not Flexible 6, Not Subject to; P a) across wind loading b) vortex shedding c) instability (gallop/flutter) d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof d 45° 8. Exempt From Torsional Load ;' �i -r. l Cases Indicated In Note 5 of Fig. l F_; {. y •�J •F rt ,.,, .. • 28.4 1, or the Torsional Load Cases do not Control the Design: =AL A (t) story and hd30 ft. or CASE 13� (2) story max and light framed or (2) story max and flex. diaphragm L= 50 Long, Bldg, Dim. (ft) 2au= 6 ft. T= 22 Transv, Bldg. Dim, (ft) > 2aT= 6 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor X= 1.29 Adjustment Factor Kzt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft) Exposure, A O= 30 Closest Roof Angle Mean Roof Ex osure (5°,10°,15°,20°,25°,or 30°) HL (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1 1.29 1.55 A-110 14.86 16.72 9.60 25 1 1 1.35 1.61 B-110 11.46 4.80 30 1 1.4 1.66 C-110 9.83 13.31 9.60 35 1.05 1,45 1.7 D-110 9.13 4.80 40 1.09 1.49 1,74 E-110 -17.88 6.42 -5.88 45 1.12 1.53 1.78 F 110 -10,14 -10.14 50 1.16 1.56 1.81 G-110 -12.38 5.57 -6.73 55 1.19 1 1.59 1 1.84 H 110 -7.82 -8.75 60 1.22 1 1.62 1 1.87 i PRovea. 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(t r''� L?tit Y l •r t f ++-'r! i- :�,r+yW,,s `fi is �q Ytlt ,K` N r yT7t -�N r r i it a �. r A.);a sl t'ri1!'Jt X-'�na�•rt Lfil;! s ' + r irlclr`r, FVC .S U -T 1 rEr' 3f + f e�L� Fti •M1 s"i-ae.•..F 1J 'may 'ir F? rk ijC4;a• tZ. `¢ •..` ;� r'i i r fit? 5 stir��fi. . 1 k mapques>? i F �2�15 M1ia{tQuart Strnie dada m2015 dp ,,rftlapQKKest . USGS-•Provided Output t SS = 0.624 g SMS = 0,812 g SDS = 0,541 g SL - 0.264 g SMI = 0.494 g Soy = 0.329 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 4 select the "2009 NEHRP" building code reference document. MCER Response Spectrum. Design Response Spectrum 0.90 O. GO r x 0.81 0.51 BUTTE'COUNTY BUILDING DIVISION N 0.45 N 0.30 PROVED 0AG 0.24 0,27 O.1Q 0.09 0.06 • 0.00 0.00 f ---I r 0.00 0.20 0.40 0•GO 0.80 1.00 1.20 1.40 1.G0 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1:00 1.20 1.40 1.6,0 1.80 2.00 Period..T (sec) Period, T (sec) _ ._....... _... ............... ........ Although this information is a prnduCt of the U.S. Geological Survey, we provide n0 warranty, expressed or implied. a5 to the iccurary cif the data cootained therein. This tool is not a substitute for techr4cal Subject-r-rtatl'.hr 1cnr wtj(:oge. r htip://ehpl-earthquake.cr.usgs.gov/deslgntnaps/us/summary.php?template=riiinimal&latitude=39.67?.&Iongitude=-121.588&siteclass=3&riskcetegory=0&editio, s'1 T"�L4CL- Summit Structural Design Project: Page: Engineer: Date: 4/7/2016 Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.624 Mapped 0,2 sec spectral response Occupancy 2 S1 0.264 Mapped 1 sec spectral response Site Classi D . In accordance with Ch 20. TL 16 SMS 0.81 Max Considered EO SM1 0.49 Max Considered Et:1 SOS 0.540 Design Spectral Response (0.2 Sec) SO1 0.327 Design Spectral Response (1,0 Sec) ............ System; Light Framed Shear Walls • R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Gs 0.53 Min Gs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.10 Cu 1.4 Max T 0.13 No limit for drift Use T 0.10 Alt Ss 0.624 Ss may be 1.5 If 5 stories and regular V= 0.083 'W Height to Roof (hn) = 8 ft V= 3.8 k Vert Dist Exp. (k) 1 Summit Structural Design Shear Wall Design Program Project: Location: Panel Thickness 3/8 17 1 Panel Orientation Short Dimenslon Across Studs w Nail Type :8d 1 Anchor Bold Diam. ' 1/2 1.50 Stud Spacing G i 16 in o.c. Spec Grav Of Framing .......... ............. 2 Spec Grav Of Framing F,* ---0.5 _ _ _ ; C -D, GC, AF&PA NDS .___ Fnd Sill Plate Grade DF -L ............ �. AB in 2X Sill 3 620 AB in 3X Sill ................,.............;...........,..............;.......................... 730 Spilt-Anch.Qrage Date: 11/12/15 Units (UNO): lbs. in Reduced Index # Nail - Nall Length uiam Embed ca trona A NU5value value 1 10d 3 :.................�....,.............., 0.148 1.50 0.84 G i 118 100 .......... ............. 2 ......... ................. ........ 12d 3.25 0.148 ... .. 1.75 ....x.......2.00 0.99 0 ..... 118 _ ..... .... 116 3 .................I..........................................0.16 i 16d 3.5 2 ................,.............;...........,..............;.......................... 1.00 .... 5.3 141 141 4 ....................................................,......................................................................i..................................................._ 20d 4 0.192 i 2.50 1.00 ................_........................................2- ..4, Note 1 170 170 5 .................................................... ........................ 30d 4.5 0.207 r.......................;...................................1.a8......... 3.00 1.00 _ ..........0......... _ .....1.09.... x..........186 ........ ....................... G i...........................i..........................,, 1/4" Screw ....................... 0.25 e........................I........................1...........................4....,. 2.00 1.00 .... 3.8 220 .... 220 7 ; 3/8" Screw:: € 0.375 3.00 1.00 ........................_...:......................:............................................................... 2, Note 1 400 400 .......................4..........................1..........................J.......................I.....,..................•1........................1........,........................,.................... 8 A35 .....i.......... 0 _ ..Note.2. 8 ...... 8.4 0 NG 450 9 A34 ......760 ..... 3,3..... i 365 S e a r_Aa.I LD e s.1.g.a Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft) 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing Loao restener trona A trona G. rasiener Lona A trona t7 L.A bill JA bili G i 260 2 7:1 0 8 �...... 20.8 0 3.17 3.73 ..... 4` .... 350 2 .... 5.3 ,0.. ...... ..... ..... 8.. . .... 15.4 ........ ....... 0.. ... .. 2.36 .. 2.77 ................_........................................2- ..4, Note 1 380 i ..........;.... 2 ....4.9..... _ ........0 ....... ........8....... ........14.2...... _ ..........0......... _ .....1.09.... .....2.56.... ............... 3, Note 1 ; .................................................... 490 2 .... 3.8 _...... ...... 0 ..... $ ` ..... 1...0...... _........ _... .......... 0:84.... . ......98 ........................_...:......................:............................................................... 2, Note 1 640 2 .........4........ 2.9 .....i.......... 0 _ ..Note.2. 8 ...... 8.4 0 NG 1.52 44;..Note 1_ ......760 ..... 3,3..... 8........;.........7.1....... Note.2.. »NG.... y.28... 33, Nole 1 ..................................................,...........................�.......................r.......................;........... ............................................................................... 980 4 2.8 ..... Note 2 ........ ............................... 9 ..........j...........................;;.... 4.5 ;.. Note 2 .. ..,...�.................»....C........................ .. NG r ....................... 0.99 22, Note 1 1280 4 2.1 Note 2 9 3.4 Note 2 NG 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing Summit Structural Design Project: Engineer: Design of: Shear Wall Framing Light Framed Sheathed Shear Walls Resis-I'l e A.35 Si1L Lateral Wall At=tLneat Atlacbment Load Load Leag_tb Le. w. A i t en 1h Laadfit Edge -Nail WaI.LLbe, Cass (lbs,) 11 (ft) (M k?P) ((1n). A ' _...........:............................... Wind •..........................;...............................;..............................:............................ 874 17.50 i 17.50 17.50 50 6" Seismic 1350 77 6 B Wind 874 13.00 s 13.00 13.00 67 : 6" .. .................. ............ Seismic 1 ......... ...........:................................................ 1350 ' ............... ,............................... ;............................... ................................: 104 6" Wind1873 ! 16.00 ! 16.00 16.00 s 117 i 6" i ...............................:...............................:................................j...............................;............................................................... Seismic i 1350 f �...........:..:....... r........ �......:.. 84 I •. _.....................� 6" 2 ................:........:.........................:...........;............................... Wind ! 1873 i 16.00 ..............................................................,.............................., 16.00 i 16.00 117 6" Seismic i 1350 i �............ 84 i 6' 0 BUTTE COUNTY BUILDING DIVISION' APPROVED. (I Summit Structural Design Project: Engineer: Design of: Shear Wall Stability Overturning (+ = uplift) Q -w -all Baai5lMe Gi m YAy 9-1 -OJ R-igWbg Mel Load Leag.(b Length L.Q-ad Height Moment Moment MZD Aafllin—e Qa-s-e- (.Iblf.t) U.0 (10b.) MAW (1b) A Wind t 5.50 .11 5.50 400 8 2197 6050 04. 8,1411" I'D In's 4 11 ........... ........... .. .......... Seismic .................. .......... ............... ...................... 3394 1 .................. . ........... 6050 B Wind 6.506.50 .............. ............................ ................ 400 1 .............. ............................... 8 ........................... 3496 .... .......... 8450 5400 8450 Seismic Mi Wind 16.00 16.00 1 200 ............. 8 14984 ........... ...... 2,9600 �.r ...................... ........... -- .............. Seismic ..................... .......... ........ 10800 ................. 25600 MT ilm 2 Wind i 16.00 16.00 i .......................... ............... 200 ............................... ............... 8 ............................. 14984 25600 �t Seismic ................................ r 10800 25600 PRoiEcr. ` ? - '? SUMMIT STRUCTURAL DESIGN P��E- } J ENGINEER: �! www.summitchico.com DATE. DESIGN OF i :i t� i �`�. G v'V1 S EE a 2 �72 �moiCc. t r'C�r C:��� �U.. * �, r - L 12 BUTTE COUN ? BUILDING 'DIV!SiCN PROJECT SUMMIT STRUCTURAL DESIGN www.summitchico.com ti DESIGN OF PAGE: DA TE: 1� COMPANY PROJECT WoodWorl<s' 11,)F�11,491 I01, - 0` Or III; I Art 7. 2016 13 -10 15-3W 01 Design Chock Calculation Sheet WocKjWctkg Sizor 10 1 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) I � (0 vain I An,i I vi V, 4111 is C6rLc, :2 1, p:.t Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) I � (0 Timber -soft, D.Flr.L, NO,2, 6x8 (5 -1/2"x7 -114'I S,imo;M All - fntspr-soft team, O.Fjr,.L No.2 rotat tongth G%mr, Lateral SuPtrom IOP= at supports. bouomy at supports. Analysis vs. Allowable Stress (osh and Deflection flol—i mnc imi - vain I An,i I vi 5.— :2 1, L Timber -soft, D.Flr.L, NO,2, 6x8 (5 -1/2"x7 -114'I S,imo;M All - fntspr-soft team, O.Fjr,.L No.2 rotat tongth G%mr, Lateral SuPtrom IOP= at supports. bouomy at supports. Analysis vs. Allowable Stress (osh and Deflection flol—i mnc imi - Additional Data: UFipS::,.:!;-74, r-,.: V: 1,f .21 .?j%) !.wj t.cl* 1,60 1, qu !,:Iff 00 1 04 CRITICAL.LOAD COIIJBINAIIONS'. :X T". L: V tc.0 !::94 1.0 iv C,?L CULA r 1QN S rt, 7", r i 1,u i po, rt': q I ",.i i q1t. ,11 • ..5:� 0 1 t! i On 1 Design Notes: W,,GdWod41+ imily5t5 anti design or(,- in a.-Mt.,anca ',Vl!h the ICG IntIrtMatiaea, Sulid-tig Code (MC 2012), aro mifiar.ai Design SP01--tiulian (NOS 20-12). low Nos Design S.rownwit P(MO Y011tV that the du]Duh dollochorl timiti are appropriate for your appiiCaborl, 3 SvAi% !urntier bandinn membois mail be latereil,i mm -1.6 --i— in ­­:­ M BUTTE COUN BUILDING DIVISION 'APPROVED / C; i _,0_- vain I An,i I vi :2 1, Additional Data: UFipS::,.:!;-74, r-,.: V: 1,f .21 .?j%) !.wj t.cl* 1,60 1, qu !,:Iff 00 1 04 CRITICAL.LOAD COIIJBINAIIONS'. :X T". L: V tc.0 !::94 1.0 iv C,?L CULA r 1QN S rt, 7", r i 1,u i po, rt': q I ",.i i q1t. ,11 • ..5:� 0 1 t! i On 1 Design Notes: W,,GdWod41+ imily5t5 anti design or(,- in a.-Mt.,anca ',Vl!h the ICG IntIrtMatiaea, Sulid-tig Code (MC 2012), aro mifiar.ai Design SP01--tiulian (NOS 20-12). low Nos Design S.rownwit P(MO Y011tV that the du]Duh dollochorl timiti are appropriate for your appiiCaborl, 3 SvAi% !urntier bandinn membois mail be latereil,i mm -1.6 --i— in ­­:­ M BUTTE COUN BUILDING DIVISION 'APPROVED / C; i _,0_- COMPANY PROJECT i I oodWorks iQ/nT.(�l.rfiR lcYSG(I ;;y HI«h ;,pr 'r, c01 fi 13.42 15-126 e2 { Design Chock Calculation Shoot V __._.. WoodWofks Sitar 10A Loads: l..1 /rn � , r 1 f 1 4�• ! st:. r �q � i iiya Ir,:' t r {i+ rtf eu c.0Fio 1.I •r Cif.to+: r+ st Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) r•. t2�r3' ,.u::u �:N�U Nve, ,1!b .Uf.�u, iU{1a �V vatlN •.� ,w v..Y a::NW:u Timbor•soft, D.FIr•L, No.2, 6x10 (5.1/2"x0-114") Sualwrls. All - Timbur-soft dean? D F r,L No.2 Total ionglh i.ote fat suppon logy= full, bottom= at sUupcns: i Analvsls vs. Allowable Stress (osil and Deflection (in) uslaa Nos 2092: C: i:. r A_+17 I An 41 vc tt r,, V.,it V t"...41111% Y'.I i3I? %1'•t•.S :'1^ 1. ,.u::u �:N�U Nve, ,1!b .Uf.�u, iU{1a �V vatlN •.� ,w v..Y a::NW:u Timbor•soft, D.FIr•L, No.2, 6x10 (5.1/2"x0-114") Sualwrls. All - Timbur-soft dean? D F r,L No.2 Total ionglh i.ote fat suppon logy= full, bottom= at sUupcns: i Analvsls vs. Allowable Stress (osil and Deflection (in) uslaa Nos 2092: C: i:. r A_+17 I An 41 vc tt r,, V.,it V t"...41111% Y'.I i3I? %1'•t•.S :'1^ Additional Data: a',>:rTai.c.e if?.:::•i1:::• :'•4 ::c. u; e r,. r a 1 pi;.I lI.:AI, LOAD COMBINATIONS .A fit I ?: J uu t rpbr n.t :at t::'•c•J{ •r. ta 7{l'etl U:NVur !.iayu.t ,� Jam. t I 1 .I.i 13...5 :3.. .,.t.:L.. !. C..ALi"Ut,AT�IONu � l ,., ;:�:.« a,lC iv;':!s. •;-!i..r. !•r : - •a::i :��,I6! S >r, r;. r; sn. .• �:a .f� !...::�,;..i0� r.!.tstpouzi Sr.::r ^�:..... ". irsn•i _.... ,. �d<.•. .)P:.f l•::... _� __—.�.�_.�.... Design Notes: I WoodWorks analysis ant) design are in accordance with the ICC Infarnational Building Cede (18C 2012). me National Ousign SpawfiCalion (NDS 2012). and NDS Design Supr)iomrtm i 2 Please verily ipol Ute dafault deflection limits a{o nppiopriato for your application 5. Sawa lumber bending msmbom :Iraq be Interally supoOrted aCWrdtrV to du vrOV(Slon9 of NDS Ctausa 4.4 1 i I Loads: COMPANY PROJECT WoodWoltr,ksQD Ara ! 20ii5 13 4P *,326 B3 Design Check Calculation Sheet wooaWorks Stzo, 10 1 T Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) f— 5'-U.6" — C IM t C, %linirtsum Win# Vig 1;wI)LIi, WilnU usod, 2"far 0n#J3uP;"0,Is Lunitfor-soft, D,Flr-L, NO,2, 2x6 (1-112"X5-112") Sappans: PC ris: All - Timber -call Beam: D F44. NO2 Roof joist spaced at 24.0'ek, Total length: 8'.0.5". Lateral Support. top= full t,allopi- at %ppons; Rapoiike iticio, applirld Whole fx9rnr,1lP.d pefar 10 ONInji, I"t,a) Analysis vs. Allowable Stress (psi) and Deflection 61111 i,,In. NDS 2()12: Additional Data: Fpn�;""�'.!,: T I F. " t '; i i .'; i:1; V, <L CF !71,1 Cr C f t .. 0 lrf:fi FV' 00 ;.I?i: U 1 ,a+} l.o0a 1.pio l..;W 1.15 i: cr,rriCAL LOAD COMBINATIONS CALCULAPONS, M: f !;••.'r rtrr. rom- L i Design Notes: I I Noodftrks analysis anal d(jaign am in atwroanca willi [fie I= Intainationai Building Code (10C 2012), the National Design Specification (NOS 2012). and NDS Doolpri Supphilizon: 2 Please Vuldy 11"I III,] ditituill dal)(10oll limits: are nplirclitriale fur your apislicailon. S Sawn luntl3at Lohding members shali 00 1131017311V SUPP0,10d arcold,no to the provisions of NDS Clause 4.4.1 4 FIRE RATING 16513. %vali S(UISS. and mulli-ply miNW)osp fire not rtijea for fire Eyndurarica, BUTTE COUNTY BUILDING DIVISInm -i, X APPROVED"' 11,' Fb tA Additional Data: Fpn�;""�'.!,: T I F. " t '; i i .'; i:1; V, <L CF !71,1 Cr C f t .. 0 lrf:fi FV' 00 ;.I?i: U 1 ,a+} l.o0a 1.pio l..;W 1.15 i: cr,rriCAL LOAD COMBINATIONS CALCULAPONS, M: f !;••.'r rtrr. rom- L i Design Notes: I I Noodftrks analysis anal d(jaign am in atwroanca willi [fie I= Intainationai Building Code (10C 2012), the National Design Specification (NOS 2012). and NDS Doolpri Supphilizon: 2 Please Vuldy 11"I III,] ditituill dal)(10oll limits: are nplirclitriale fur your apislicailon. S Sawn luntl3at Lohding members shali 00 1131017311V SUPP0,10d arcold,no to the provisions of NDS Clause 4.4.1 4 FIRE RATING 16513. %vali S(UISS. and mulli-ply miNW)osp fire not rtijea for fire Eyndurarica, BUTTE COUNTY BUILDING DIVISInm -i, X APPROVED"' �6-) Summit Structural Design Timber Column Design Values per NDS 3.7 4X DF-L(N) #1 Fc E d KCE c 1000 1600000 3.5 0.3 0.8 Sta.b]:Ii.iy._C3eeductLon C.o.l.u.mn_Capaci.ty..(ibsJ le (ft) CP Fc' (psi) 04 06 4X8 4X10 4X12 5 0.83 829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 625 7656 12031 16406 20781 25156 8 0.52 523 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 5961 8129 10297 12465 12 0.26- 265 3241 5092 6944 8796 10648 13 .0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 t 0.17 174 2133 3352 4571 5790 7009 16 0.15 154 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 1502 2360 3218 4077 4935 19 0.11 110 1352 2125 2897 3670 44.43 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 '1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 .24 0.07 70 856 1344 1833 2322 2811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 1841 2228 28 0.05 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0,04 45 551 865 1180 1494 1809 Summit Structural Design Timber Column Design Values per NDS 3.7 / 6X DF-L(N) ##1 Fc E d KCE c 1000 1600000 5,5 0.3 0.8 Sriabil.liy_Reducti.ot� C..olu.m:n..Capac.l;1yj1bs.) le (11) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 ' 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 .55143 8 0.82 821 24,841 33874 42908 51941 9 0.76 761 23015 31384 39753 48122 ' 10 0,69 694 2.0989 28621 36253 43886 11 0,63 625 18906 25781 32656 .39531 12. 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444, 13421 18302 23183 28063 15 0.40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400 15010 21 022 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372 12555 23 0.18 182 5520 7527 9534 11541 24 0.17 168 5090 6940 8791 10642 25 0.16 156- 4707 6418 8130 9842 26 0.14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010 8486 28 0.13 125 3782 5158 6533 7909 29 0.12 117 3533 4818 6103 7388 , 30 0,11 109. • 3308 4511 5714 6917 ' - BUTTE COUNTY BUILDING DIVISION APPROVED ~^ f Summit Structural Dlesign Project: Page: Engineer: Date: Design of: Roof Framing Roof Loads: DL= 16 psf LL= 20 psf Roof plywood: 112" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Spacing = 24° o.c.` Loads: T.C. Live Load = 20 psf T.C. Dead Load = 8 psf B.C. Dead Load = 8 psf Total Load = 36 psf In a 2x6 wall provide a stud directly under, each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Rafters. Live Load = 20 psf Dead Load = 16 psf Total Load = 36 psf Typical Headers (uno): Use 6X8 DF#i2, use (2) trimmers min, at all openings larger than 4'-0". . Summit Structural Design . Project: Page: Engineer: Date: Design of: Foundations Soil Bearing: 1500 psf Concrete stem wall (Non-retalning): (fc'=.2500 psi) 8" wide with (1) #4 continuous at fop of wall and #4 at 18" O.C. full height. - Provide #4 at 16" O.C. vertical developed by hook into footing, U.N.O. Masonry stem wall (Non-retaining): ; 8" solid grouted (Pm n 1500 psi) with #4 at 24" O.C. each way. Continuous footings: (fc' = 2500 psi) Width Thickness Cap..(pif) Beintorcing 12 12 1500 (2) #4 cont. 15 " 12 1875 (2) 44 cont. 18 12, 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Cap. Co.nnnector Label Size Thickness Ea Way kips Simpson F1 1'-0" Sq. 12 (1) '}4 1.5 PB F1.5 1`-6" Sq. 12 (2) #4 3.375 PB F2 2'-0" Sq. 12 (3) #4 - 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) #4 13..5 CB F3.5 3'-6" Sq. 12 (5) #4 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB F4.5 4'-6" Sq. 12 (6) #4 30.375 CB F5 5'-0" Sq. 12 (7) #4 37.5 CB F5.5 5'-6" Sq. 12 (5) #5 45.375 CB F6 6*-0" Sq. 18 (8) #5 54 CB F6.5 6-6" Sq.. 18 (9) #5 63.375 CB Note: Bottom of each footing shall be ai least 12" below finished grade or as per local requirements. BUTTE COUNTY BUILDING DIVIS1019 APPROVEJ CERTIFICATE OF COMPLIANCE:- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD , C7= {R-?Rl=A9 r� Project Name Larson &Keyser � . 5 ` . 4, Calculation Date/Time: 16:06, Fri, May 20, 2016 Pagel of 8 Calculation Description: Compliance ay Input }File Name: Larson'8 Keyser.ribd 'x� - • . _ - 4 'fir - "i •�. - _ • � • •.� ' y GENERAL INFORMATION , r 01 Project Name Larson & Keyser 09 , , - 02 Calculation Description Residence This building incorporates featuriaa-that require fielSiestir9'andlor erlfcationbya certlfie+d:HERS r t unije jhe supervision of a CFC -approved HERS provider 03 Pro)ect Location 3317 Dry Creek Rd_' z _ 03, This building Incorporates one o ,, a S ectal fe''- 04. City Oroville, CA 05 Standards Version Compliance 2015 136 Zip Code 95965 - 07 Compliance Manager Version SEMCmpMgr 2013.4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 0.0% Front Orientation (degfCardinai) 0 , 12 Project Scope Newly Constructed • .' 9 3 Number of Dwelling Units 1 IM #EWE 14' -Total Cond. Floor Area (ft) 1084 ' 15 Number of Zones 1 16 ` Slab Area (tt) 1084 17 Number of Stories 1, 18 Addition Cond. Floor A"' NIA 19 Natural Gas Available Yes SAY. 20 . Addition Slab Area.(ft2) N!A _ 21. Glazing Percentage •(X) 18.2% _ COMPLIANCE RESULTS ENERGY USE SUMMARY Building Compiles with Computer.Performance �s'=� '� `N4 09 05 c. , -• 02, ` This building incorporates featuriaa-that require fielSiestir9'andlor erlfcationbya certlfie+d:HERS r t unije jhe supervision of a CFC -approved HERS provider Standard Design Proposed Design ,. 03, This building Incorporates one o ,, a S ectal fe''- Space Heating 22.64 26.07 :. -3.43 -15.2% Space Coding 54.94 :TES a + ENERGY USE SUMMARY REVIEWED. FOR".r 04 05 06 07 OB Standard Design Proposed Design ,. Compllanoe Margin Percent Improvement - Space Heating 22.64 26.07 :. -3.43 -15.2% Space Coding 54.94 5D.72 4.22 7.7% IAD Ventllailon 1.43 , : 1.43 0.00 0.0% Water Heating .r 20.67- ' - 19.76 ,. 0.91 4.4%' Photovoltaic Offset — .. -:. 0.00 .' ._ _.. r , 0.00'f -� Compliance EnergyTofal'� 99.68 _ r - 97.96 . , UTTE CQUN' YIESERVIGES :TES a + REVIEWED. FOR".r COIMP0. CE ' 'DAT i BY Registration Number: 215.1 63924768_000WDD00.0000 - 5 �> ,Registration Date%Time: «� 2016-05-23_nBS2 50, ;, ; ' -,KERS Prodder: ' Ca4CERTS Inc. CA Building Ener EfFicien Standards- 2013 Resrdentlal Compliance'';; '' Rkport Version - CF1R-133112016-433°�'• m : ^',y;' �" .Report Generated at: 2016-05-20 16:06:5I . r,Y. '� r._ ^f, „. • 4, -� 'u�t 4• .� }5 1P '„tl, ¢' 4 R CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Larson & Keyser Calculation DatelTime: 16:06, Fri, May 20, 2016 Page 2 of B Calculation Description; Compliance Input File Name: Larson & Keyser.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation ' • Window overhangs andfor fins HERS FEATURE SUMMARY 01 The following is a summary of the features that must be fleld-veriffed 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. 04 Buildingaevel Verifications: 06 07 • IAO mechanical ventilation Conditioned Floor Area (ft2) Cooling System Verlficatlons: Number of Bedrooms • MinimurnAirflow BUTTE COUNTY • Verified EER • Refrigerant Charge BUIL®fiVC� ®MSI®N • Fan Efficacy WattsiCFM HVAC Distribution System Verifications: ®P ®®A �j •Duct Sealing - 6� 19 [P� Domestic Hot Water System Verilieations: Water Heater - None — ENERGY DESIGN RATING. This -is the sum of the annual TDA/ energy consu[npti$n. fo `energy �.se oom "'nerit �'4,luded Irr the pg-iformanct: compli�aTic approach fot_ttiee,Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and Anponenfs rot_ gulatedliy ((tle?24; 4�arf 6 {soh as"domestic appliances and donsumer lec rionics)-and accounting for the annual TDV energy offset by an on-site renewable. energy stem. -- Reference Energy Use :.:� . .; Energy Design Rating __ Margin Percent Improvement :.. .._._..::.Total.Energlt_(kTDV1f2-yr) x.70 1.0% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) UILDING--EEATIJItES_INFARMATIO[d.--------------------------•------=--------------------•---------------- 01 02 03 04 05 1 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Number of Water Cooling Systems Heating Systems La.rson & Keyser 1084 1 2 1 0 1 ZON E INFORMATION 01 02 03 04 0S 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (fe) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1084 9 Water Heater Registration Number: 215-146392476&00000DDOD-0000 Registration Date/Time: 2016.05-2306:5250 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CBICERTS Inc. Report Generated at: 2016-05-2016:06:56 `CERTIFICATE OF COMPLIANCE. RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 !' _ , Project Name: Larson 8 Keyser - CalculatioribatelTimei:96:06, Fri, May 20, 2016 v$ µ? ^ ` Page 3 of 8 _ ' Input File Name: Larson & Keyser.ribd ` • Calculation Description: Compliance - - - , OPAQUE SURFACES - ..:::. .3- ...-.� �' Y$� _. `'r.:"�:. - _ - (A 6.a �.-.moi08 01 02 03 04 05 08 07 OB Name Zone Construction Azimuth Oriernatlon Gross Area (ft) Window & DoorArea (ft2) Tllt (deg) Fwall Conditioned R15 Wall - 0 - Front 450 160.08 90 Bean Conditioned R15 Wall 180 Back 450 50 90 Rwall Conditioned ' R15.Well 270 Right 198 7.5 90 Lyall Conditioned R15 Wall 90 Leff • 198 90 Ceiling (below attic)1 - Conditioned R49 Ceiling belga attic Rwalf (Right -270) 2.5 1084 1 . ATTIC „ 01, 02 .c' 03 IM 05 06 07 08 . Name Construction.,-, Type Root Rise Roof Reflectance Roof Emittance Radiant Barrier ' Cool Roof Attic - 'Aspx alt RB Roof Ventilated 6 0.1 0.85 Yes No y. :� �:'A r,:. tiYIND0IYS - e i.•f -•- r 01. -'.02 ..:::. .3- ...-.� �' Y$� _. `'r.:"�:. - _ - (A 6.a �.-.moi08 _ - - p•. — — - ': • < r -' 4 . , , • • Bwall J ' i uftl ...09 ..Area • + ryry. Name Type - Surface (Orientation-Azirnuttlij'- $ = i. Width"O Flelghit {tt) ' er (t12) U -factor SHGC Exterior Shading - (4) 60 S.G.D. Window •, Furall (Frohf4l)'` " ; 6.0 .. 6.7 4 160.1 " 014 = ' 0.30-' °Insect Screerr(defautt)=°-° y (3) 2640 SH Window Bvtafl (Back -(80) 2.5 4.0 3 30.0 0,�4 028 lnsecf Screen {de gulf} 2630 SH Window Rwalf (Right -270) 2.5 3.0 1 . 7.5 0.3+t 0.28 Insect Screen (defaull) 09 02 03 04 Name 51de of Building • Area (ft2) U -factor Kitchen Dr . , , • • Bwall ' ^ - 0.50 ... - _ ' ^ - • + ryry. BUTTE Lz. - <BUBLDI�1G ®IViSION V - Registration Number` 215•N6M476B-00000 ODD•0000 V Registration Date/Time: 2016.0.&23 08:52 50 HERS Provider r _ _ CaICERTS me , CA Building Energy Efficiency Standards 2013' Residential Compliance Report Version - CFiR-03112016-433 .i `;� y Report Generated at. -2016.-05-2016:06:56.41 - CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD,.-'--,. �,- 1oCF1R-PRF-01 Project Name: Larson & Keyser Calculation DateMme: 16:06, Fri, May 20, 2016 r Page 4 of 8 Calculation Description: Compliance ,.: 4. Input File Name: Larson & Keyser.ribd OVERHANGS AND FINS Ot 42 03 D4 05 06 07 - Total Cavity 01 02 03 1 04 1 05 1 06 07.• 08 09 90 11 12 13 14, CavBy/Frame'no Ing 1. /2x4 Overhang _ - Left Fin Roof Deck: Wood Sidlpg/sheathing/alecking Right Fin -.Attic Roofs MndaW Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up (4)60 S.G.D. 9.4 2.33" 12.5 12.5 0.8 '. , D' 0 0 0 0 0 0 0 (3), 2640 SH 9.4 2.33 31) 15.3 0•13 0 0 - - 0 ' 0 0 D - .0 0 263D SH 9.4 2.33 18. 9.5 0.9 0 0 D 0 0 D 0 0 OPAQUE SURFACE CONSTRUCTIONS V Ot 42 03 D4 05 06 07 - Total Cavity Winter Design Constructlon Name Surface Type Construction Type Framing - R,value U -value Assembly Layers" CavBy/Frame'no Ing 1. /2x4 _ - Roof Deck: Wood Sidlpg/sheathing/alecking Asphalt RB'Roof -.Attic Roofs Wood Framed Ceiling �; 2x4 @ 24 in. O.C. _ none •0.644- •' Roofing: Light Roof (Aspbaff Shingle) .: Inside Finish: Gypsum Board Ceilings (below tic �c4 Bi�OMIc- Fiord of fv '24 . - '. Ce / Frame: R -g.1 / 2x4 BIm Chrd vitt' R49 Cell Ing below attic attic}- . W.god Frar&d Ceilin�4. ? �. In.As~ R 49 b`020 Over Ceding Joists: R.39,9 ins U1. ;n inside Finish: Gypsum Board. -� Cavity/Frame:.R-95/2x4 —Rfi - _nisf�Goa 1 r� 3 . .. a SJ�Pl- 01 - 02 03• 04 D5 06 07 Name < Zone Area (ft2) --Perimeter (I t)dge-insuL-R-value-& Bapth—. �rpeted-Frac4i —Heats . ` - None ------— --- --- 0.8 BUILDING ENVELOPE -HERS VERIFICATION 7` 01 02 .. 03 04 Quality insulation Installation (CAI) QualityInstallation of Spray Foam Insulation f Building Envelope Air Leakage : CFM50 Not Required Not Required 7 -Not Required 'r . ♦ _, ✓ s -4 f ,4 3' 7f 'y -BUTTE OI®UN�Y ■ DIVISIO BUILDING N, +S "• -,-tt Yom. ``. ' ti - '�� f1 .: � P tl v, - J' _ R' Registration Number; 21SNti392a7Fifi00l)000000-0I100 t Registration Date/Time ; 2ot605 23 oBa250 = HERS Provider r' CaICERTS Inc. CA -Building Energy Efficiency Standards '2013 Resldential Compliance �` °Report Version = MR -03112D16-433 ,' ` Report Generated at 201`6-05-2016:06:56';" .,-.1 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - Project Name: Larson & Keyser - Calculation Dateffime: 16:05, Fri, May 20, 2016 .. Calculatlon Description: Complianoe' j Input F1 [e Name: Larson & Keysef ribd i r -c ' CF1 R-PRF•01 Page 5 of 8 , WATER HEATING SYSTEMS . 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters - Solar Fraction (96) Water Heater - Vi DHW Standard - Min 40 Gal' 1 - none - WATER HEATERS _ 01 02 03 -" 04 08 06. 07. 08 ` Parallel Piping Compact Distribution Point -of Use Recirculation Control 'Central DHW Distribution Water Heater - III + Tank Exterior . ----...__ _ :. CntrlFumace -Fuel-fired central furnace _. � , - • 95 AFUE r Tank Yolurne Energy Factor or Insulation' Standby Loss Name ,Heater Element Type Tank Type (gal) ` EHiclency Input Rating. R -value - (Fraction) Min 40 Gal 'Natural Gas Small Storage 40 0.62 , 40000-Btulhr 0 0 WATER HEATING - HERS VERIFICATION 01 ,' :.: a2 03 04 05 ; ' 06 07 Name Pipe Insulation ` Parallel Piping Compact Distribution Point -of Use Recirculation Control 'Central DHW Distribution Water Heater - III + - ----...__ _ :. CntrlFumace -Fuel-fired central furnace _. � , - • 95 AFUE --..:.:_._..._ _I_._ ---------------.._..._.-.__.I.......:_._.:...`, W.., .. -._:_.-I.._=.. - ....._._ .__..._ .... 1 ......_..-..... -..._-._.._-....__:t.. -.........-._.. .__.. -J._._._-....... -- I--..-. •. --------- HVAC =`HEATING-tiNFT-TYPES-�----�—�-•--�---------- --�---------•�--�-- ------------------...-•----------�-=-•-•-------�---�_.-------•-----•-•---- + - ----...__ _ :. CntrlFumace -Fuel-fired central furnace _. � , - • 95 AFUE Name • _ Type _ Effi ` . J - " `W.. J`» _t J'-• �. L3 3 �3. » - . .1 - 1' �4 '� I - - UTTE ®MIG f - M Y U IM 13UIL It Y•+ � �. 5 ` - �� e - \ rf may. �- � ® L ED " Re istrabon Number' 295-N6382476B-00000000D-0000 g Registration Date/ Time: 2Di6-05-23 08:52 60 • '- ,a " ' HERS Provider `. CaYCERTS inc* - CA Building Energy Efficiency Standards - 2013 Residential Comp4lance '` Report Version; CF1R-03112016433, -" ` i i" ' ` r. 'Report Generated at. 2016-05-2016:065b ciency_ + - Furn 95 CntrlFumace -Fuel-fired central furnace _. � , - • 95 AFUE CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ',, ., CF1R-PRF-01- Project Name: Larson & Keyser ', - ,,,_y : - j; ' • Calculation DatefTime 16:06, Fri, May 20, 2016 ` =' Page 6 of 8 x Calculation Description: Complianoe `' '4 " ,Input File Name: Larson R Keyser.ribd C '- HVAC -COOLING UNIT TYPES 01 , D2 03 04 • D5 :, r.: 06 07 ?Name • _ _ ` System Type ? • Efficiency :.' EER SEER ` Zonally Controlled Multi -speed Compressor r t HERS Verlflcation'- 13 SEER = 11.3 EER ., . SplitAirCond -' . , 12 x:13 - Not Zonal '. ;Single Speed 13 SEER - t1.3 EER-her�-coc HVAC COOLING - HERS VERIFICATION 01 02 D3 04 • ' 05 06 j Name Verified Airflow • Airflow Target Verified EER - Verified SEER Verified Refrigerant Charge ., 13 SEER- 11.3 EER -Iters -cool Required 350 Required Not Required Required HVAC - DISTRIBUTION SYSTEMS is - 3= --••------_------0:1-- ---., __._.---_:. ..-------J----:---•---__-...x__02 _..____.._..-------'..------...--•�---'---,-----D3---'----------•------___..-----04,--------•---.. 01 02 03 04 05' 06 - 07 Name Type = Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default -:;DuclsAtffc. :`' __; Seale6and_tesled:_:=„.;:_8 !a K Y -;.- Attic None AiticDefault-hers-dist �3. _ � ::b' .J - `!% :�• �:x fx-p.: .LJ” SF-:.� �i5. is7. -.3 - HVAC DISTRIBUTION -HERS VERIFICATION' MJi::.� is - 3= --••------_------0:1-- ---., __._.---_:. ..-------J----:---•---__-...x__02 _..____.._..-------'..------...--•�---'---,-----D3---'----------•------___..-----04,--------•---.. , ower-(Wa FM). .. .. _ _ Fan P ttsfC - , - ��';� ---HERS VerlScatlon-_���- --- -- 07 OB01 =` Required 0.58 Duct Leakage `DuWl_eai ge"" Verlfiedbuct ` Verfied Duci - Burled Deeply Buried Low -leakage. Name Verffication-. ; Targef (°%}'." Locatlon: ' Design Ducfs Ducts'- Air*Hartdlgr -- Attic Defautt-hers-dist• Required 6.D Not Required 1Not Required N61 Required . Not Required — HVAC -FAN SYSTEMS ' ' ti --••------_------0:1-- ---., __._.---_:. ..-------J----:---•---__-...x__02 _..____.._..-------'..------...--•�---'---,-----D3---'----------•------___..-----04,--------•---.. c . 01 ower-(Wa FM). .. .. _ _ Fan P ttsfC - , - ��';� ---HERS VerlScatlon-_���- --- -- HVAC Fan 1 Single Speed PSC Furnace Fan - - D,58 HVAG Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION ' ti c . 01 02 03 c� Name :,_ = Verified Fan Watt Draw ° `' Required Fan Efficlency (WattsJCFM) HVAC Fan 1 -hers -fan Required 0.58 . rM r' t•.'me- ' w e DU I OIL®I11"JIG=-DIV9SION, A. Registration Number -215-N83W476B-00000000D•b0D0 '` '1 ;� rr �n ' Registration Date/Tlrtie r 20f8 pir23 08 525Dx �+ , : y, .HERSAme0ef PRe%VCa10ER+ S Inc 4 ' CA Building Ener Effidenc Standerds�-2043 Residential Com.liancz' " . Re ortVeislon- CF1R-03112016-433 " * + •'.} ` "5 Re ort Generated arc 2036 05 20 16:06:56.,-1 g gy Y P P '� ,x Pc4 ms ..r ni t• T ,✓. - 1,4 • - s, `.}�- '.,� .� 4. �,�" r. .�� r rt;n .g r.'xf" vk,,,„, 2 �•.- 9 Yr, '�-,� �„!.'C �. w. * t i.- .rte .F . , ! ,.ate w-`..�'. r � •'�, ;'?^ �.., a •i' _, F . ir_- ,� CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Larson & Keyser Calculation DaterTime: 16:06, Fri, May 20, 2016 Page 7 of 8 Calculation Description: Compliance Input File Name: Larson & Keyser.ribd IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ WattsfCFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFarn IAQVentRpI 33.34 0.25 Default 0 Required ' Wit: - n. - � ��. .. �-i'w `$C' rx....- '1 -L� a.�. -.. `lr• y- .. � ra •- , z .'K• '`.:t.-: __`— q :��9 a 2-7 ' BUTTE COUN I 1 _ BUILDING DIVISION! -- APPROVED, Registration Number: 215-N63W47613.00000000D-0D00•_ Registration Date/Time: 20(6.05-23 0852:50 HERS Provider; CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - C1`111-03 112016-433 Report Generated at: 2016-05-2016:06:56 a CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Larson & Keyser Calculation Date/Time. 16:06, Fri, May 20, 2016 Page 8 of 8 Calculation Description: Compliance Input File Name: Larson & Keyser.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1.1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Greg Peitz �n c�'�3 rJ eifz Company: Signature Date: Gregory A. Peitz Architectum 201&05-2016:07:15 Address: CEAIHERS Certification Identification (If applicable): 383 Rio Lindo Ave CltylState0p: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1, 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design Identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features Identified on this Certificate of Compliance are consistent with the Information provided an other applicable compliance documents, worksheets, calculations, plans a ndispecificetioas sub itted to_t a enforcement, mng. for ap_pruvaIding p er it application. Responsible Designef Name: ._; c '= ^; ;_ Responpble qe-,Igner Signature Manuel Medrano ._.__, Ts - - 141: Z P�--- - - -- --- -- ---- — - _ -, — -�— - r" - - -- -- _ - --- — --- — ---------- — - T D & M CONSTRUCTION .......... _.... ................�._�.6.0 23`0.8,_52; �.. � 5 Address: License: _ 6900 LINCOLN BLVD 994982- — Clb#Statellip; .. Phone: .. _..... ._ OROVILLE, CA 95966 530-534-7670 X123 BUTTE COUNTY BUILDING DIVISION :APPROVE® Digitally signed by WCFRTS. This digrital signature is pmvided in order to secure the content of this registered document and in noway implies Registration Provider nmsponsibility for the accuracyof the information. 4 Registration Number: 215•N639247e8.00000DD0-0000 Registratlon Date/Time: 2016-023 D8:52:SD HERS Provider: CaICERT'S Inc. CA Building Energy Efficiency Standards- 2013 Residential Compliance Report Version - UIR-03112016433 Report Generated at 2016-05-2016:06:56