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HomeMy WebLinkAboutB16-0245 042-030-056RECEIVED MAY 0 4 2C 'v TRB AND ASSOCIATES GARY HAWKI NS ZN1. F1 C H I T E C T " (530) 892-2700 3045 Ceres Avenue, Suite 135 Fax (530) 893-0532 Chico, CA 95973 info@ghachico.com April 28, 2016 Butte County BUTTE Department of Development Services COUNTY Building Division MAY 0.3 2016 7 County Center Drive Oroville, CA 95965 DEVELOPMENT ' SERVICES RE: Lisa Banks 916` 00 2960 Butterfly Lane Chico, CA. 95973 Plan check number: B16-0245 AP#: 042-030-056 ARCHITECTURAL COMMENTS: Al. See sheet 1 for corrected APN. A2. See sheet 2 for added note in the garage area for duct requirements. A3. See sheet 2 for added temp. note to the rear sliding glass doors. A4. See sheet 2 for added landing min. dimension at garage man door. A5. See added attic access note at master bedroom closet on sheet 2. A6. Section R311.2 of the Residential code only requires 1 egress door and that is located and noted in the living room, other doors are not required to comply with the egress requirements. AT See revised foundation plan for added access notes for access to all under floor areas. A8. See notes added to the foundation plan for added ventilation at the rear patio area. A9. See added smoke detector note on sheet 6 for additional smoke /carbon monoxide detector requirements. A10. See revised details 7 and 8 on sheet S2.1 and comment S-4 for requirements at grade and finish floor. MECHANICAL COMMENTS: M1. See added note to the bottom of the floor plan sheet for dryer duct requirements. All _ PLUMBING COMMENTS: P1. See added Plumbing note on sheet ' 1 for tub/shower valve requirements. P2. See added dimensions on the floor plan sheet for water closet clearance requirements. Electrical COMMENTS: . E1. See electrical plan for added outlets at the dining and master bedroom. E2. See electrical plan for added GFIC outlet at kitchen. E3. See electrical plan for added GFIC outlet at bath #2. ENERGY COMMENTS: , EN1. See revised lighting notes on sheet lfor garage and laundry room lighting requirements. EN2. See note added to the electrical plan for fan requirements at bath #2. GREEN BUILDING COMMENTS: G1. See revised cover sheet at added 2013 Green Building Code. WIDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS: No comments. STRUCTURAL COMMENTS: See attached comments. If you have any questions, please feel free to contact my office. S' ce ely, Gary Hawkins Architect Comment S1: This structure meets the requirements of ASCE 7-10 12.3.4.2ba. Referencing the shearwall provisions in Table 12.3-3, note that there are no grid lines where removal of a shear wall or wall pier with,a height to length ratio greater than 1.0 will result in more than a 33% reduction in story strength. Further, note that in accordance with Table 12.3-1, extreme torsional irregularities need not be considered for structures with flexible diaphragms. For a single family, wood framed dwelling, it is rare that a rho of 1.3 is needed, and those cases are generally easily observed by inspection. No revisions required. Comment S2: There are no diaphragms in this structure where the aspect ratio is 3.5. The pages in the calculations that You are referencing are for shearwalls. Note that the 3.5:1 ratio that you are noting is the limit, and not the actual conditions; please refer to the calculations again to see this. Note that all of our shearwalls are blocked — there are no unsupported plywood panel edges. Additionally, we would not specify a shearwall with an aspect ratio in excess of 3.5:1. No revisions required., Comment S3: Please refer to page 54 of the calculations. For seismic loading, where the h/w ratio exceed 2.0:1, the allowable capacity of the shearwall is calculated by multiplying the allowable shear by 2*b/h, as required by code. Note that the allowable shear of the panel is reduced from 0.242k/ft to 0.215k/ft in the calculations. No revisions required. Comment S4: Note that the concrete stemwall does extend more than 6" above "finish grade". The concrete flatwork, and the gravel fill under the slab shown on these two details is placed atop natural grade. Per detail 01/S- 2.1, the bottom of all mudsill are located at no less than 8" above the finish grade. Additionally, the wood framing adjacent to the concrete flatwork is protected via three methods, pressure treating, ice and water shield, and galvanized metal flashing. These details depict construction that is in accordance with the building code. Note that we have added clarification on details 07/5-2.1 and 08/S-2.1 showing that the top of the stemwall must be at least 8" above the finish grade. ram �r-r�o 1 w t '1Yiv s SC 's NtX E 2UMO -We,e ¢vw l� CO N�CvT7 0,� FtQ TM DM< -to -f Tfff_ wMu. �- I LAL w t r4 500J%YL pt.y. 1 O TA IoAC Ic. ffD�S�L LOYH /�cn., IA- w TRB+Associates Agency: County of Butte TRB+ Project Number. 16.054.100.2 'Final Plan Review Page 1 of 1 Date: May 9, 2016 r To: Larry Banks 3024 Clarence Ct. Chico, CA 95973 Email: utenabootr7a.comcast.net (via email) Cc: Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phu nt(ab-buttecounty.net; nspringera-),buttecounty.net; ddebrunnercD-buttecounty.net; jdebrunner a(�buttecounty.net (via email) RE: Plan Review for: Banks Residence SFD Custom. Project Address: 2960 Butterfly Lane Agency App. No.: 16-0245 TRB+ Project No.: 16.054.100.2 The following documents were received for review: Plans: (2 sets) Sheets dated 4/19/16: 1-6 Sheets dated Dec 2015: S-1.1, S-1.2, S-2.1, S-2.2, S-3.1 Structural Calculations: (2 copies) Gary Hawkins, dated 1/19/16 Truss Calculations: (2 copies) L Banks dated 4/14/16 Truss Design Review Letter: (1 copy) G. Hawkins, dated 4/29/16 Energy Calculations: (2 copies) Jessica Hawkins, dated 1/7/16 Other: (1 copy) Response G. Hawkins dated 4/28/16 (1 copy) Square Footage Verification dated 2/9/16 (1 copy) Permit Application dated 2/8/16 (1 copy) Site Plan, dated 1/19/16 Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments. Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner ►' TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBp/us.com I S _ RECEIVED MAY 0-4,2011S AND ASSOCIATES GARY HAVW/KINS 892-2706 3045 Ceres Avenue, Suite 135 (5 ax (5330) 893-0532 Chico,CA95973 info@ghachico.com ' April 29, 2016 Butte County Department of Development Services Building Division BUTTE 7 County Center Drive COUNTY Oroville, CA 95965 MAY 0 3 , 2 016 RE: Banks residence DEVELOPMENT 2960 Butterfly Lane SERVICES Chico, CA. 95973 gl6.Oa�S Plan check number: B16-0245 AP#: 042-030-056 I have reviewed the truss engineering from Design Assistance fot the above-mentioned project. I have found that the submitted information correctly depicts the loading and design requirements. While these documents have been reviewed to verify compliance with structural criteria, it shall be noted that the verification of exact truss dimensions is beyond the scope of our review and shall be the responsibility of others. If you have any questions, please feel free to contact my office. ' Sin ' rely, Gary Hawkins Architect FOR CODE COMPLIANCE MAY 0 9 z�°:� TRB AND ASSOCIATE ,ra , Job number >> 15-107 DATE 1/19/16 RECEIVED FEB 10 2010 " Structural Calculations for TRB AND ASSOCIATES Lisa Banks 2960 Butterfly Lane Chico, Ca. C �F? v tP J1 ' o. 1693 Gary Hawkins Architect ; REN ,A 3095 Ceres Ave. Ste 135 Chico, Ca. 95973 OF (530) 892-2700 ' (530) 893-0532 Fax ' AMTE' r©UNTY PEB, 4 9 2016 bE' VELOPMENT SERVICES BMIT# v '� tlE BUrrE COUNTY DEVELOPMEN1 SERVICES__ REVIEWED FOR COD OIVIPLIAN E DAT BY 1 BUTTE COUNTY BUILDING DIVISION APPROVE® REVIEWED ... FOR CODE COMPLIANCE 4 MAY 0 9 p45 a `f — TRB AND ASSOCIATES Z rO(I-(0,020)I00 KI Fr 2.o1k �r�t o�- a� 1Z� vj'�-- ,o�,� 601cf Fr fZIQ.I✓ = �ZJu✓ � o:S��' I Isle T� 0�- • BUTTE COUNTY BUILDING DIVISION APPROVE® 1 G,S l V,j vwzall= st�i ( 0,016) = 0 ,10 K/Ft V3 Z, s(/z (o,OZo),= a-SIoK/ f V + 4 Ic- ac v= 2.zo� 3.9hr-- Z, I%a-ml" 1 wdA= ((o( -Z_ +N) o.oI(pi- . LA S��p�e S�tAAS; w� i T Z IZ,o` [zlo t'i c o Blz rL4 0,016 BUTTE COUNTY BUILDING DIVISION APPROVED ' Project: RB -1 S Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 ' F:\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 1 t Member Details Analysis Results (First Order) ' Load Combinations: ASCE 7-10 ASD Connections Start End D+Lr Node N001 N002 0.000 in Location (0, Oft) (11, 0 ft) Beam Dy Support Pinned Fix Y Only Beam Dz 0.000 in Extreme Deflections (all cases Total Dy -0.100 in D+Lr Total Dz 0.000 in -NA- Beam Dy -0.100 in D+Lr Beam Dz 0.000 in -NA- 1 'Wood Design per NDS 2012 ASD Controllin Design Checks Type Case Demand Capacity Unity Status Reference 'Strong Flexure Check D+Lr 0.506 Ksi 1.663 Ksi 0.30 OK 3.3-1 Strong Shear Check D+Lr 0.044 Ksi 0.213 Ksi 0.21 OK 3.4-2 1 BUT 01 T� COUNTY BUILDING DIVISION ' APPMUVEU 1 1 Page 1 Visua/Analysis 12.00.0012 (www.iesweb.com) Project: RB -1 _ Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F -\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\., Nodal Reactions e Node Result Case Name FX FY Mz 1 K K K -ft N001 .6D+.7Di 0.000 0.520 -NA- N001 D 0.000 0.867 -NA- N001 D+.6H 0.000 0.867 -NA- N001 D+.75 L+Lr 0.000 1 -NA- N001 D+Lr 0.000 1.857 -NA- N001 • Lr 0.000 -NA- N002 .6D+.7Di - -NA- 0.520 -NA- N002 D , 4 -NA- t 0.867 -NA- N002 D+.6H -NA-. k 0.867 -NA- N002 D+.75 L+Lr -NA--NA- N002 D+Lr -NA- 1.85 -NA- N002 Lr -NA- 0.990 -NA- ll�i2 + 1 BUTTE COUNTY 1 BUILDING DIVISION - - APP®VE® • 1 t Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 Project: RB -2 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\—Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 001 Member Details Connections Start End Node N001 N002 Location (0, 0 ft) (12, 0 ft) Support Pinned Fix Y Only Analysis Results (First Order) ' Load Combinations: ASCE 7-10 ASD 1 Extreme Deflections (all cases Total Dy -0.126 in D+Lr Total Dz 0.000 in -NA- Beam Dy -0.126 in D+.Lr Beam Dz 0.000 in -NA- 1 , 1 Wood Design per NDS 2012 ASD Controlling Design Checks [Type Case Demand Capacity Unity Status Reference 1 Strong Flexure Check D+Lr 0.537 Ksi 1.661 Ksi 0.32 OK 3.3-1 Strong Shear Check D+Lr -0.043 Ksi 0.213 Ksi 0.20 OK 3.4-2 �. } 1 - BUTTE COUNTY 1 BUILDING DIVISION APP®VE C 1 Pagel VisualAnalysis 12.00.0012 (www.iesweb.com) 1 - ' Project: RB -2, Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: -Span 002 ' Member Details 1 Analysis Results (First Order) ' Load Combinations: ASCE 7-10 ASD 1 Connections Extreme Deflections (all cases Total Dy -0.126 in D+Lr Total Dz 0.000 in -NA- Beam Dy -0.126 in D+Lr Beam Dz 0.000 in -NA- Wood Design per NDS 2012 ASD Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 0.537 Ksi 1.661 Ksi 0.32 OK 3.3-1 'Strong Shear Check D+Lr -0.043 Ksi 0.213 Ksi 0.20 OK 3.4-2 BUTTE COUNTY BUILDING DIVISION ' APPmOVED Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) ' A ' Project: RB -2 I Frank.Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27; 2015 'F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 003 Member Details Connections Start End Node N003 N004 Location, (24, 0 ft) (36, Oft) Support Fix Y Only Fix Y Only ' Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD Extreme Deflections (all cases Total Dy -0.126 in D+Lr Total Dz 0.000 in -NA- Beam Dy -0.126 in D+Lr Beam Dz 0.000 in -NA- 1 _ Wood Design per NDS 2012 ASD Controlling Design Checks T e Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 0.537 Ksi 1.661 Ksi 0.32 OK 3.3-1 Strop Shear Check D+Lr -0.043 Ksi 0.213 Ksi 0.20 OK 3.4-2 BUTTE COUNTY BUILDING DIVISION APPROVEU Page 3 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 Project: RB -2 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 • 1 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 004 1 Member Details Member Properties Connections Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD 1 Extreme Deflections (all cases Total Dy -0.126 in D+Lr Total Dz 0.000 in -NA- Beam Dy -0.126 in D+Lr Beam Dz 0.000 in -NA- 1 Wood Design per NDS 2012 ASD Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 0.537 Ksi 1.661 Ksi 0.32 OK 3.3-1 1 Strong Shear Check D+Lr -0.043 Ksi 0.213 Ksi 0.20 OK 3.4-2 - " BUTTE COUNTY 1 BUILDING DIVISION APPROVE® - 1. 1 Page 4. VisualAnalysis 12.00.0012 (www.iesweb.com) < 1 ' Project: RB -2 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions . Node Result Case Name FX FY Mz K K K -ft N001 .6D+.7Di 0.000 0.510 -NA- N001 N001 D D+.6H 0.000 0.000 0.850 0.850 -NA- -NA- N001 D+.75 L+Lr 0.000 1.570 -NA- N001 N001 D+Lr _ Lr 0.000 0.000 1.810 0.960 -NA- -NA- N002 .6D+.7Di -NA- 1.020 -NA- N002 D -NA- 1.700 -NA- N002 ' D+.6H -NA- 1.700 -NA- N002 D+.75 L+Lr -NA- 3.140 -NA- N002 D+Lr -NA- 3.620 -NA- N002 Lr -NA- 1.920 -NA- N003 .6D+.7Di -NA- 1.020 -NA- N003 D -NA- 1.700 -NA- N003 D+.6H -NA- 1.700 -NA- N003 D+.75 L+Lr -NA- 3.140 -NA- N003 D+Lr -NA- 3.620 -NA- N003 Lr -NA- 1.920 -NA- N004' .6D+.7Di -NA- 1.020 -NA- N004 D -NA- 1.700 -NA- N004 D+.6H -NA- 1.700 -NA- N004 D+.75 L+Lr -NA- -NA- N004 D+Lr -NA- 3.620 -NA- N004 Lr -NA- -NA- N005 .6D+.7Di -NA- 0.510 -NA- N005 D -NA- 0.850 -NA- N005 D+.6H -NA- 0.850 -NA- N005 D+.75 L+Lr -NA- 1.570 -NA- N005 D+Lr -NA- 1.810 -NA- N005 Lr -NA- 0.960 -NA- Page 5 VisualAnalysis 12.00.0012 (www.iesweb.com) 2`j"s�x\tiu`�`1 P' 1IP vi i ,fit />z P` _ °iZ k P l .Q,t v - wIA= Zz33/Z+,Li) o,OIG + 0,030 ©,Z-W1Ft W,91✓= 27; 33%Z+L1) O,OZO = 0.30.3(c/4 Vi Z. l= 5 Z+N) ,,oi& + 0,0?0 WzAQ'�- sjz44) 0,020 i w0v; t BUTTE COU14TY BUILDING DIV ION APPROv 1 Project: H-1 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 1 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 001 1� Member Details 1 Connections Start End Node N001 N002 Location (0, Oft) (9.250, 0 ft) Support Pinned 'Fix Y Only Controlling Design Checks ,Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 1.141 Ksi 3.592 Ksi 0.32 OK 3.3-1 1 Strong Shear Check D+Lr 0:123 Ksi 0.356 Ksi 0.34 OK 3.4-2 1 1 BUTTE COUNTY 1 BUILDING DIVISION APPROVED 1 Page 1 Visua/Analysis 12.00.0012 (www.iesweb.com) 1 . Analysis Results (First Order) 1 Load Combinations: ASCE 7-10 ASD Extreme Forces r Extreme Deflections all cases Axial 0.000 K -NA- Total Dy -0.111 in D+Cr My 0.000 K -ft -NA- Total Dz 0.000 in -NA- 1 Mz 7.820 K -ft D+Lr Beam Dy -0.111 in D+Lr Vy 3.404 K D+Lr Beam Dz 0.000 in -NA- Vz 0.000 K -NA- Torsion 0.000 K -ft -NA- 1 Wood Design per NDS 2012 ASD Controlling Design Checks ,Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 1.141 Ksi 3.592 Ksi 0.32 OK 3.3-1 1 Strong Shear Check D+Lr 0:123 Ksi 0.356 Ksi 0.34 OK 3.4-2 1 1 BUTTE COUNTY 1 BUILDING DIVISION APPROVED 1 Page 1 Visua/Analysis 12.00.0012 (www.iesweb.com) 1 . ' Project: H-1 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F -Tran k\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions Node Result Case Name FX FY Mz K K K -ft N001 .6D+.7Di 0.000 0.967 -NA- N001 D . 0.000 1.612 -NA- N001 D+.6H 0.000 1.612 .-NA- N001 D+.75 L+Lr 0.000 -NA- N001 D+Lr 0.000 3.404 -NA- N001 Lr 0.000 -NA - N002 .6D+.7Di -NA- 0.624 -NA- N002 D -NA- 1.040 -NA- N002 D+.6H -NA- -NA- N002 D+.75 L+Lr -NA- -NA- N002. D+Lr -NA- 2.11 -NA- N002 Lr -NA- ...7--7—--.r.._-NA- _ ' BUTTE COUNT BUILDING DIVISION 1 APS®VE 1 Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 - �S ' Project: H-2 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report. Span 001 h Member Details Connections Start End Node N001 N002 Location (0, Oft) (9.250, Oft) Support Pinned Fix Y Only Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD 1 A ' Wood Design per NDS 2012 ASD Extreme Deflections (all cases Total Dy -0.099 in D+Lr Total Dz 0.000 in -NA- Beam Dy .-0.099 in D+Lr Beam Dz 0.000 in -NA- r BUTTE COUNTY ' BUILDING DIVISION APP OV Page 1 , wsuaiAnalysis 12.00.0012 (www.iesweb.com) 1 Project: H-2 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT - December 27, 2015 ' F:\Frank\—Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions t Node Result Case Name FX FY Mz K K K -ft N001 .6D+.7Di 0.000 0.783 -NA- N001 D 0.000 1.304- -NA- N001 D+.6H 0.000 1.304 -NA- N001 D+.75 L+Lr 0.000 -NA- N001 D+Lr 0.000 J 2.706--NA- N001 Lr 0.000 01 -NA- N002 6D+.7Di -NA- 0.783 -NA- N002 D -NA- 1.304 -NA- N002 D+.6H -NA- 1.304 -NA- N002 D+.75 L+Lr -NA- -NA- N002 D+Lr -NA- 2.70 -NA- N002 Lr -NA- T401 -NA- Page 2 Visua/Analysis 12.00.0012 (www.iesweb.com) i ZI BUTTE COUNTY BUILDING DIVISION APPROVED 1 Page 2 Visua/Analysis 12.00.0012 (www.iesweb.com) N,zs' wAA= Cq6 zt4 o,� (6 + o .o? o = o •4-416�-IFt 0l6�-r 0,030 (G(Z (o,ozo) 0�10'o�l�f ' BUTTE COU TY BUILDING DIVISION ' Project: H-3 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ - 1 • Wood Beam Report: Span 001 Member Details 1 Connections Start End Node N001 N002 Location (0, 0 ft) (4.250, 0 ft) Support Pinned ' Fix Y Only 1 Controlling Design Checks Type Case Demand Capacity Unity Status Reference 1 Strong Flexure Check D+Lr 0.384 Ksi 1.225 Ksi 0.31 OK 3.3-1 Strong Shear Check D+Lr -0.085 Ksi 0.225 Ksi 0.38 OK 3.4-2 BUTTE COUNTY 1 BUILDING DIVISION - APP ®VED 1 Page 1 VisualAnafysis 12.00.0012 (www.iesweb.com) 1 Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD 1 Extreme Forces Extreme Deflections all cases Axial 0.000 K -NA- Total Dy -0.012 in D+Lr 1 My 0.000 K -ft Mz 2.363 K -ft -NA- D+Lr Total Dz Beam Dy 0.000 in -0.012 in -NA- D+Lr Vy 2.224 K D+Lr Beam Dz 0.000 in -NA- Vz 0.000 K -NA- Torsion 0.000 K -ft -NA- Wood Design per NDS 2012 ASD 1 Controlling Design Checks Type Case Demand Capacity Unity Status Reference 1 Strong Flexure Check D+Lr 0.384 Ksi 1.225 Ksi 0.31 OK 3.3-1 Strong Shear Check D+Lr -0.085 Ksi 0.225 Ksi 0.38 OK 3.4-2 BUTTE COUNTY 1 BUILDING DIVISION - APP ®VED 1 Page 1 VisualAnafysis 12.00.0012 (www.iesweb.com) 1 ' Project: H-3 - Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 'F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions l9 Node Result Case Name FX FY MZ ' K K K -ft N001 6D+.7pi 0.000 0.620 -NA- N001 D 0.000 1.034 -NA- N001 D+.6H 0.000 1.034 '-NA- N001 D+.75 L+Lr 0.000 -NA- N001 D+Lr 0.0002.224 -NA- N001 Lr 0.000 0 -NA- N002 .6D+.7Di -NA- 0.620 -NA- N002 D -NA- 1.034 -NA- N002 D+.6H -NA- 1.034 -NA- N002 D+.75 L+Lr -NA- -NA- N002 D+Lr -NA- 2.22 -NA- N002 Lr -NA- 0 -NA- 1.l14e F¢� O� fffl:6111; i >,: ♦ 1 VO iProject: H-4 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 001 Member Details Connections Start End Node N001 N002 Location (0, 0 ft) (8.250, 0 ft) Support Pinned Fix Y Only ' Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 0.302 Ksi 1.210 Ksi 0.25 OK 3.3-1 'St.rong Shear Check D+Lr 0.034 Ksi 0.225 Ksi 0.15 OK 3.4-2 BUTTE COUNTY BUILDING DIVISION A" OVED Page 1 - VisualAnalysis 12.00.0012 (www.iesweb.com) ` Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD Extreme Forces Extreme Deflections all cases Axial0.000 K -NA- Total Dy -0.034 in . D+Lr ' My 0.000 K -ft Mz 1.859 K -ft -NA- D+Lr Total Dz Beam Dy 0.000 in -0.034 in -NA- D+Lr Vy 0.901 K D+Lr Beam Dz 0.000 in -NA- Vz 0.000 K -NA- ' Torsion 0.000 K -ft -NA- NA- , W Wood Design per NDS 2012 ASD ' Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+Lr 0.302 Ksi 1.210 Ksi 0.25 OK 3.3-1 'St.rong Shear Check D+Lr 0.034 Ksi 0.225 Ksi 0.15 OK 3.4-2 BUTTE COUNTY BUILDING DIVISION A" OVED Page 1 - VisualAnalysis 12.00.0012 (www.iesweb.com) ' Project: H-4 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 'FAFrank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions Node Result Case Name FX FY Mz K K K -ft N001 .6D+.7Di 0.000 0.293 -NA- N001 D 0.000 0.489 -NA- N001 D+.6H 0.000 0.489 -NA- N001 D+.75 L+Lr 0.000 8 -NA- N001 D+Lr 0.000 0.9 -NA- N001 . Lr 0.000 -NA- N002 .6D+.7Di -NA- 0.293 -NA- N002 D -NA- 0.489 -NA- N002 D+.6H -NA- 0.489 -NA- N002 D+.75 L+Lr -NA- 8 -NA- N002 D+Lr -NA- 0.90 -NA- N002 Lr -NA- .412 -NA- BUTTE COUNTY BUILDING DIVISION APPROVED,. Ck?( oft 0,005�4 (JID IS -v M 0,010 Kf -t(oo, g(vaeA-i 0. (o g(0,040) = 0;3ZON4 BUTTE COUNI"Y BUILDING ®IVIS ON APPROVED ' Project: FJ -1 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 001 Member Details 1 -- Connections Start End Node N001 N002 Location (0, Oft) (8, 0 ft) Support Pinned Fix Y Only Load Combinations: ASCE 7-10 ASD Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+L 0.985 Ksi 1.345 Ksi 0.73 OK _ 3.3-1 Strong Shear Check D+L 0.056 Ksi 0.180 Ksi 0.31 OK 3.4-2 ' BUTTE COUNTY BUILDING DIVISION 1 - APPROVE® 1 1 ' Page 1 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD Extreme Forces Extreme Deflections all cases Axial 0.000 K -NA-[Beam otal Dy -0.215 in D+L ' My 0.000 K -ft Mz 0.621 K -ft -NA- D+L otal Dz Dy 0.000 in -0.215 in -NA- D+L Vy 0.310 K D+L eam Dz 0.000 in -NA- Vz 0.000 K -NA- Torsion 0.000 K -ft -NA- Wood Design per NDS 2012 ASD Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+L 0.985 Ksi 1.345 Ksi 0.73 OK _ 3.3-1 Strong Shear Check D+L 0.056 Ksi 0.180 Ksi 0.31 OK 3.4-2 ' BUTTE COUNTY BUILDING DIVISION 1 - APPROVE® 1 1 ' Page 1 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 ' Project: FJ -1 Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F-\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Nodal Reactions 1 Node Result Case Name FX FY MZ K K K -ft N001 :6D+.7Di 0.000 0.059 -NA- N001 N001 D D+.6H 0.000 0.000 0.098 0.098 -NA- -NA- N001 N001 D+.75 L+Lr D+L 0.000 0.000 0.257 0.310 -NA- -NA- N001 L 0.000 0.213 -NA- N002 .6D+.7Di -NA- 0.059 -NA- N002 D -NA- 0.098 -NA- N002 D+.6H -NA- 0.098 -NA- N002 D+.75 L+Lr -NA- 0.257 -NA- N002 D+L -NA- 0.310 -NA- N002 L -NA- 0.213 -NA- Page 2 Visua/Analysis 12.00.0012 (www.iesweb.com) 0 1 1 1 1 1 1 1 1 1 1 Page 2 Visua/Analysis 12.00.0012 (www.iesweb.com) 0 2S 1 Project: Floor girders Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 1 1 Member Details 1 Connections Start End Node N004 N005 Location (0, 4 ft) (5.330,4 ft) Support Pinned Fix Y Only 1 • Analysis Results (First Order) ' Load Combinations: ASCE 7-10 ASD 1 Extreme Deflections (all cases Total Dy -0.043 in D+L Total Dz 0.000 in -NA- Beam Dy -0.043 in D+L Beam Dz 0.000 in -NA- 1 . 1 Wood Design per NDS 2012 ASD , Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+L 0.586 Ksi 1.170 Ksi 0.50 OK 3.3-1 1 Strong Shear Check D+L -0.066 Ksi 0.180 Ksi 0.37 OK 3.4-2 1 BUTTE COUNT BUILDING DIVISION APPROVE® 1 1 - Page 1 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 Z� 1 Project: Floor girders Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 1 F:\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 1 - Cont Member Details 1 1 Connections Start End Node.N001 N002 Location (0, Oft) (5.330, 0 ft) Support Pinned Fix Y Only 1 Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD 1 1 Extreme Deflections (all cases Total Dy -0.018 in D+L Total Dz 0.000 in -NA- Beam Dy -0.018 in D+L Beam Dz 0.000 in -NA1 1 - Wood Design per NDS 2012 ASD 1 Controlling Design Checks -type— Case Demand Capacity Unity Status Reference Strong Flexure Check D+L -0.586 Ksi 1.162 Ksi 0.50 OK 3.3-1 Strong Shear Check D+L -0.083 Ksi 0.180 Ksi 0.46 OK 3.4-2 1 . 1 BUTTE COUNTY BUILDING DIVISION 1 APP®VE 1 1 . Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 r 2� Project: Floor girders Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 1 F:\Frank\_Active jobs\15-054 Lisa Banks\Visual Analysis files\ Wood Beam Report: Span 2 - Cont 1 Member Details 1 1 ' Analysis Results (First Order) Load Combinations: ASCE 7-10 ASD 1 Connections Extreme Deflections (all cases Total Dy -0.0181n D+L Total Dz 0.000 in -NA- Beam Dy -0.018 in D+L Beam Dz 0.000 in -NA- Wood Design per NDS 2012 ASD 1 Controlling Design Checks Type Case Demand Capacity Unity Status Reference Strong Flexure Check D+L -0.586 Ksi 1.162 Ksi 0.50 OK 3.3-1 Strong Shear Check D+L '0.083 Ksi 0.180 Ksi 0.46 OK 3.4-2 1 1 . BUTTE COUNTY 1 BUILDING DIVISION APPOVE® Page 3 VisualAnalysis 12.00.0012 (www.iesweb.com) 1 ' Project: Floor girders Frank Glazewski, FRANK M GLAZEWSKI - ARCHITECT December 27, 2015 F:\Frank\ Active jobs\15-054 Lisa Banks\Visual Analysis files\ ' Nodal Reactions [j Node Result Case Name FX FY MZ K K K -ft N001 .6D+.7Di 0.000 0.122 -NA- N001 N001 D D+.6H 0.000 0.000 0.203 0.203 -NA- -NA- N001 D+.75 L+Lr 0.000 0.683 -NA- N001 N001 D+L L 0.000 0.000 0.842 0.640 -NA- -NA- N002 .6D+.7Di -NA- 0.406 -NA- N002 N002 N002 D D+.6H D+.75 L+Lr -NA- -NA- -NA- 0.676 0.676 -NA- -NA- -NA- N002 D+L -NA- 2.808 -NA- N002 L -NA- -NA- N003 .6D+.7Di -NA- 0.122 -NA- N003 D -NA- 0.203 -NA- N003 D+.6H -NA- 0.203 -NA- N003 D+.75 L+Lr -NA- 0.683 -NA- N003 D+L -NA- 0.842 -NA- N003 L -NA- 0.640 -NA- N004 .6D+.7Di 0.000 0.162 -NA- N004 D 0.000 0.270 -NA- N004 D+.6H 0.000 0.270 -NA- N004 D+.75 L+Lr 0.000 0.910 -NA- N004 D+L 0.000 1.123 -NA- N004 L 0.000 0.853 -NA- N005 .6D+.7Di -NA- 0.162 -NA- N005 D -NA- 0.270 -NA- N005 D+.6H -NA- 0.270 -NA- N005 D+.75 L+Lr -NA- 0.910 -NA- N005 D+L -NA- 1.123 -NA- N005 L -NA- 0.853 -NA- Page 1 VisualAnalysis 12.00.0012 (www.lesweb.com) , BUTTE COUNTY BUILDING DIVISION APPROVED y \J \J U iI i! I Ni A. ap t .I s BUTTE COUNT BUILDING DIVISION APPROVED Wind design criteria 12/26/2015 Description; jUsa Banks Wind design based on ASCE 7-10; Chapter 28 - Wind Loads on Buildings - MWFRS Envelope Procedure Risk Category, I (Wind loads) Table 1.4-1 1 Select: Category .. . � � V/ Reference Figure 26.5-1A Basic Wind Speed,'V Reference Figure 26.5-1A Wind Directionality factor, Kd Table 26.6-1 Buildings - Main wind Force Resisting System 1 J Exposure Category Ref. Section 26.7 Exposure B - Topographic Factor, Krt Factors transferred from Topographic Factor worksheet; K, 0.000 Kz 0.000 K V 110 mph Kd 0.85 ✓ v Reference Section 26.8 and Table 26.8-1 3 ; 0.000 Krt Gust Effect factor Ref. Section 26.9.1 G Enclosure Classification Ref. Section 26.10 and 26.11 Enclosed . _ _:.........__1 Internal Pressure Coefficient, GCP; Ref. Table 26.11-1 GCPi Velocity Pressure Exposure Coefficient, Kz, Kh Ref. Table 28.3-1 Note: z shall be not taken less than 30 feet in exposure B Height of exterior wall at windward side, z F 30 ft K Mean roof height h; 30 ft K, Input height, ztF 30 ft Kzt Velocity Pressure, qz, qh Ref. Eq. (28.3-1) qz qn qzt Pos 0.18 0.700 0.700 c-! 0.700 V Neg -0.18 18.43 psf 18.43 psf (/ ®18.43 psf BUTTE COUNTY BUILDING DIVISION "APPROVE® 3� BUTTS couNrr BUILDING DIVISION APPROVED r 31 1 1. Reference figure 28.4-1; 1 Calculate 2a distances; Case 1;[Controlling condition Mean roof height; 30.00 feet 2a ' Building width - x dimension; 65.00 feet 13.00 feet Building width - z dimension; 60.50 feet 12.10 feet 1 Case 2; Mean roof height; 0.00feet 2a 1 Building width - x dimension; Building width - z dimension; 0.00 ,]feet feet 6.00 6.00 feet feet 0.00 Case 3; Mean roof height; 0.00 feet 2a' 1 Building width - x dimension; 0.00 feet 6.00 feet Building width - z dimension; 0.00 feet 6.00 feet 1 ' 1 1 1 1 , 1 1 1. 1 i BUTTS couNrr BUILDING DIVISION APPROVED r 31 1 ' Lisa Banks -Chico, California Figure 28.4.1 External pressure coefficients, GC„ ' Note: Positive pressures act toward the surface. . Low -Rise Building -Design wind pressures Mean roof height, h 4 5 6 roo L -wall 1E I 2E I 3E I 4E LOAD CASE A psf -10.97psf 0.00 0.00 11.06 psf -23.04 psf -15.73 psf -14.71 sf 7.00 psf 0.55 psf -11.24 Pitch 8 1 2 3 4 5 1E 2E 3E 4E 4:12 18° 0.52 -0.69 -0.47 -0.42 0.00 40 0.00 0.78 -1.07 -0.67 -0.62 a c 7:12 30° 0.56 0.21 -0.43 -0.37 0.00 0.00 0.69 0.27 0.53 -0.48 �) 12:12 45' 0.56 0.21 0.43 0.37 0.00 0.00 0.69 0.27 0.53 0.48 LOAD CASE B 1 2 3 4 1 5 6 1E I 2E I 3E 4E 5E 6E 0 to 90° -0.45 -0.69 -0.37 -0.45 1 0.40 -0.29 -0.48 1 -1.07 1 -0.53 -0.48 0.61 0.43 Wind pressures 1 -8.29 psf -12.72 osf -6.82 psf -8.29 psf 1 7.37 psf -5.34 psf 1 -8.85 osfj -19.72psf] -9.77 sf 1 -8.85 psf 1 11.24 psf -7.93 nsf ' Note: Positive pressures act toward the surface. . Low -Rise Building -Design wind pressures Mean roof height, h Case 1 - a positive value of GCa applied to all internal surfaces; WW -wall WW ---f LW f W Pitch ' 4:12 7:12 12:12 1 2 3 4 5 6 roo L -wall 1E I 2E I 3E I 4E 6.20 psf -16.03psf -11.95 psf -10.97psf 0.00 0.00 11.06 psf -23.04 psf -15.73 psf -14.71 sf 7.00 psf 0.55 psf -11.24 psf -10.14psf - v... l0 w (0 = Co lD A C (0 C U C .-. C .-. -5.53 psf ' c3 a c 3 0 3 M y 3 J� 0 3 3 W 0 3 w c w w o w W o ` �) J3 „ 3N 1°N JON i3N 1 Case 1 - a positive value of GCa applied to all internal surfaces; WW -wall WW ---f LW f W Pitch ' 4:12 7:12 12:12 1 2 3 4 5 6 roo L -wall 1E I 2E I 3E I 4E 6.20 psf -16.03psf -11.95 psf -10.97psf 0.00 0.00 11.06 psf -23.04 psf -15.73 psf -14.71 sf 7.00 psf 0.55 psf -11.24 psf -10.14psf 0.00 0.00 9.40 sf 1.66 psf 13.09 psf -12.16 psf 7.00 psf 0.55 psf -11.24 psf -10.14psf 0.00 0.00 9.40 psf 11.66 psf -13.09 psf -12.16 psf Case 2 - a negative value of GC pi applied to all internal surfaces; ' WW -wall WW -roof LW f LW Pitch 4:12 7:12 12:12 1 2 3 4 1 5 6 I 1E -roo I 2E 1 3E -wall 4E 12.84 psf -9.40 psf -5.32 psf -4.34 psf 0.00 0.00 117.70 psf -16.40 psf -9.09 eLL -8.07 psf 13.64 sf 7.19psf -4.61 psf -3.50 Psf 1 0.00 0.00 116.03 psf 6.29 sf 6.45 sf -5.53 sf 13.64 psf 7.19 psf -4.61 pSf -3.50 sf 1 0.00 0.00 116.03 psf 18.29 psf -6.45 psf -5.53 psf ' Case 3 - external pressure only; WW -wall WW ro f LW f W Pitch ' 4:12 7:12 12:12 1 2 3 4 1 5 1 6 o roo L -wall tE 2E 3E 4E 9.52 psf -12.72 psf -8.64 2sf -7.66 esf 0.00 0.00 114.38 psf -19.72 psf -12.41 sf -11.39 psf 10.32 psf 3.87 sf 7.93 sf 6.82 sf 0.00 1 0.00 112.72 psf 14.98 psf -9.77 psf -8.85 psf 10.32 psf 3.87 psf -7.93 psf -6.82 psf 0.00 1 0.00 112.72 psf 14.98 psf -9.77 psf -8.85 Dsf _33 Wall Roof Wall Roof 17.17 psf 4.08 psf 25.77 psf -7.31 psf 17.14 psf 11.80 psf 21.56 psf 14.74 psf 17.14 psf 11.80 psf 21.56 psf 14.74 psf Roof overhangs - Main Wind -Force Resisting System G 0.85 ' Ca 0.80 p 12.53 - psf Applied to surface 2 1 _ _33 ' Negative t , GCp; ' Lisa Banks -,Chico, California 12/26/2015 Total; Components and Cladding - Chapter 30 Wind pressure; ' Risk category,- Category 11 . 1.18 1.18 Basic wind speed; 110 mph -1.58 ' Wind directionality ' -29.1 psF factor; Buildings - Components and Cladding Kd; 0.85 Exposure category, Exposure B ' Topographic factor, Kzt; 1.00 Positive; Negative; ' Enclosure classification; Enclosed GCp; 0.18 -0.18 Velocidty pressure exposure coefficient; ' Mean roof height, h; 30 ft Kh; 0.70 Table 30.3-1 Velocity pressure, qz; 18.4 psf Eq. 30.3-1 ' External pressure coefficients, GC p; Area considered; 10.ft2 Wind pressures at wall surfaces; Figure 30 4-1 ' Negative Zone; ' GCp; 1.00 GCp; -1.10 Total; -0.18 Wind pressure; Positive Negative ' BUTTE COUNTY - BUILDING DIVISION 1.00 1.00 -1.10 -1.40 -0.18 -0.18 0.18 0.18 1.18 1.18 -1.28 -1.58 21.7 psf 21.7 psf -23.6 psf 1 -29.1 psF 1 ' BUTTE COUNTY - BUILDING DIVISION . APPROVED 1. 1 1 ` 1 - �S ' Wind pressures at roof surfaces; Roof pitch; 4:12 0 18.43 degrees Area considered; 10 ft2 Roof type- Hip Minimum 3' tall parapet around roof with 0 <_ 7 degrees? No Wind pressures at overhangs; ' Zone; GCp; 1 Wind pressure; Positive Negative - 1 2 3 1 2 3 --- --- --- 0.00 -2.20 -2.20 --- --- --- 0.0 psf -40.5 psf -40.5 psf Wind pressures at parapet walls; ' Wall height at top of parapet; 12.25 ft qP Load Case A; Load Case B; Zone; 4 5 Zone; 4 5 - Wind pressure; 56.4 psf 56.4 psf Wind pressure; 45.3 psf 50.9 psf � BUTTE COUNTY BUILDING DIVISION APPRuVED 1 1 1 Positive Zone; Negative GCp; 1 GCp 3 Total; 2 Wind pressure; 0.50 0.50 Wind pressures at overhangs; ' Zone; GCp; 1 Wind pressure; Positive Negative - 1 2 3 1 2 3 --- --- --- 0.00 -2.20 -2.20 --- --- --- 0.0 psf -40.5 psf -40.5 psf Wind pressures at parapet walls; ' Wall height at top of parapet; 12.25 ft qP Load Case A; Load Case B; Zone; 4 5 Zone; 4 5 - Wind pressure; 56.4 psf 56.4 psf Wind pressure; 45.3 psf 50.9 psf � BUTTE COUNTY BUILDING DIVISION APPRuVED 1 1 1 Positive Negative 1 2 3 1 2 3 0.50 0.50 0.50 -0.90 -1.70 -1.70 -0.18 -0.18 -0.18 0.18 0.18 0.18 0.68 0.68 0.68 -1.08 -1.88 -1.88 12.5 psf 1 12.5 psf 12.5 psf -19.9psf -34.6 psf -34.6 psf Wind pressures at overhangs; ' Zone; GCp; 1 Wind pressure; Positive Negative - 1 2 3 1 2 3 --- --- --- 0.00 -2.20 -2.20 --- --- --- 0.0 psf -40.5 psf -40.5 psf Wind pressures at parapet walls; ' Wall height at top of parapet; 12.25 ft qP Load Case A; Load Case B; Zone; 4 5 Zone; 4 5 - Wind pressure; 56.4 psf 56.4 psf Wind pressure; 45.3 psf 50.9 psf � BUTTE COUNTY BUILDING DIVISION APPRuVED 1 1 1 1 1 1 1 1 1 1 Revised; 11/312015 Lisa Banks - Chico, California Lisa Bprfks� Chico, California 12/26/2015 BUTTE COUNTY BUILDING DIVISION APPROVED Modeled direction Windward and leeward reversed Design values; Total load to �qnd Grid; Level 3 2 1 —Level 3 2 1 Level Level ... ------Q------ ------- ---- ------ 0 ------ 0 3 0 0 0 0 —2 Left ±�,.p! !!§� 0 6' 848 S� 0 801 ------0---- --------- ------------- 0 0 0 0 ------ ------ ------------- 839 0 ---------- 0 — --- 0 0 848 ----- 3 .. 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Zip S, Max S. Max S, Min S. Min S, 95979 CA Area 39.794 -121.852 0.609 0.229 0.689 0.247 0.599 0.222 When using data from USGS Tables, input Max. S. and S, b,,,,,,. Mapped Spectral Accelerations for short periods (0.2s) Determine S,; Ss 0.689 Figure 22-3 ASCE 7-10 Mapped Spectral Accelerations for a 1 -sec period Determine S,; S, 0.247 Figure 22-3 ASCE 7-10 20.1 Site Classification Reference CBC Figure 1613.5.2 Stiff soil profile Site coefficient, - Fa 1.249 Table 11.4-1 ASCE 7-10 Site coefficient, F„ 1.906 Table 11.4-2 ASCE 7-10 11.4.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters SMs = F. Ss 0.860 (11.4-1) ASCE 7-10 Smr = F,. % 0.471 (11.4-2) ASCE 7-10 11.4-4 Design Spectral Acceleration Parameters 2 / SDS = -- SMs 0.574 (11.4-3) ASCE 7-10 1V/ 3 2 So, _ -- SMI 0.314 (11.4-4) ASCE 7-10 3 Table 11.5-1 Importance factor Occupancy category (1 -or a w 1I, 1 ..___._.I 1.00 (11.5. 1) ASCE 7-10 11.5 Seismic Design Category Seismic design category based on short period response acceleration parameter D Table 11.6-1 ASCE 7-10 Seismic design category based on 1-S period response acceleration parameter D Table 11.6-2 ASCE 7-10 S, is less than 0.75? TRUE Fundamental period, T. 0.152 seconds < (0.8) Ts = 0.438 seconds In each of the two orthogonal directions, the fundamental period of the structure used to calculate story drift is less than Ts? TRUE Equation 12.8-2 is used to determine the seismic response coefficient C,? TRUE Diaphragms are rigid,.or for diaphragms that are flexible, max. distance between vertical elements does not exceed 40tt? FALSE Seismic design category to be the most severe category as determined by Table 11.6-1 and 11.6-2 Seismic Design Category to be used for design D 34 BUTTE COUNTY BUILDING DIVISION APPROVED 1 1 1 1 1 1 1 12.2 STRUCTURAL SYSTEM SELECTION Bearing Wall Systems Light-frainewalls sheathed with wood structural panels rated for shear -resistance or steel sheets Response Modification Coefficient, R 6.50 Table 12.24, ASCE 7-10 System Overstrength Factor, fle 3.00 Table 12.2-1, ASCE 7-10 Deflection Amplification Factor, Cd 4.00 Table 12.2-1, ASCE 7-10 User defined values; Response Modification Coefficient, R 3.00 System Overslrength Factor, no 2.00 Deflection Amplification Factor, Cd 2.50 12.8 Equivalent Lateral Force Procedure V = C. W = 0.088 W (12.8.1) ASCE 7-10 For drift calculations; VNS = C. W 0.088 W (12.8.1) ASCE 7-10 VEw = C. W = 0.088 W (12.8.1) ASCE 7-10 12.8.1.1 Calculation of Seismic Response Coefficient Sit., = ` = 0.088 9 R (12.8-2) ASCE 7-10 " Q/1 Where T 5 TL The value of C, need not exceed; Sal C,,=T \R/ for :5 TC = 0.317 g (12.8-4)ASCE 7-f0 T Where T > TL The value of C, need not exceed; C, = TZ I.R, for > TL = 33.246 g Not applicable (12.8-3) ASCE 7-10 C. shall not be less than; C� = 0.044Sos(,.>_ 0.01 = 0.025 g For structures with S12: 0.69, C, shall not be less than; (0.5) St C. _ --- = 0.019 g Not applicable (12.8-6) ASCE 7-10 (R / Ie) 12.8.2.1 Approximate Fundamental Period Structure type from Table 12.8-2 All other structural systems h 15.00 feet Structure height Ct 0.020 Table 12.8-2 ASCE 7-10 x 0.750 Table 12.8-2 ASCE 7-10 Te C, h„' = 0.152 seconds (12.8-7) ASCE 7-10 Ts = 0.547 seconds (11.4.5) ASCE 7-10 BUTTE COUNTY Input calculated building period; T, 0.000 seconds North -south BUILDING ®I Y ISION Long -period T. 0.000 seconds East -west APPROVED transition period, TL 76.00 seconds (11.4.5) ASCE 7-10 The upper limit on calculated periods above shall not exceed C„'T.; Cu 1.4 Table 12.8-1 ASCE.7-10 T 0.213 seconds Cj. 0.213 seconds T dda NS 0.152 seconds T dm EW 0.152 seconds 12.10 Diaphragms, Chords and Collectors Minimum diaphragm forces; Fp. = 0.2SoSI,wp. = 0.115 win Diaphragm force need not exceed; Fp. = 0.4Sosl,wps = 0.229 w, (12.10-2) ASCE 7-10 (12.10.3) ASCE 7-10. 91 ' 12.2.3.1 R, Cd, and CIO Values for Vertical Combinations; Select description; 3 1) Rooftop structures not exceeding two stories in height and 10% of the total structure weight. 2) Other supported structural systems with a weight equal to or less than 10% ' of the weight of the structure. 3) Detached one- and two-family dwellings of light-frame construction. 4) Not listed ; Section 12.2.3.1 exception applies 12.2.3.2 R, Cd, and K20 Values for Horizontal Combinations; Check all that apply; ~ Q✓ Occupancy Category.I or II building �✓ Two stories or less in height ' Q Light frame construction or Flexible diaphragms " May design individual grids for R assigned to system used; BUTTE COUNTY 1 BUILDING DIVISION APP®VE 0 40 Description; ................ Lisa Banks Chico, California Assembly description; Roof assemblies; wni (ksf R1 Trussed roof - POMP0.016 0.016 R277 7., 0.000 R3 0.000 R4 _. 0.000 R5 0.000 R6 _ 0.000 R7 0.000 R8 0.000 R9 0.000 R10 0.000 Overhand assemblies: wfkcfl 01-11 T ical:Overhan _. 0.016 01-12 _ 0.000 OH3 0.000 OH4 0.000 01-15 0.000 Floor assemblies F1 T ical floor - car et 0.014 F2 Typical,,floor with plaster lid ,. 0.020 F3 Radiant with wood or carpet 0.026 F4 _. Radiant with the 0.034 F5 Exterior deck with plaster lid _.. 0.032 F6 Exterior wall .with cultured tone;veneer 0.000 F7 _ 0.000 F8 0.000 Wall accamhliac• W1 Wall dead load - Case 1 .' .0.005 W2 Wall dead.load =:Case:2 = 0.010 W3 Wall dead load -.Case 3 0:015 W4 Wall.deadload -Case 4 : 0.020 W5 Typical .exterior plastered wall. : " :. 0.020 W6 Exterior wall .with cultured tone;veneer ::... 0.032 W7 0.000 W8 0.000 BUTTE COUNTY BUILDING DIVISION APPROVED Description; Lisa Banks Chico, California NS EW P 1.00 1.00 Summary of seismic dead loads; Seismic Dead Loads at each level - unfactored; Grid; Direction; 6 5 4 3 2 1 1 NS 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 6.94 k 2 NS 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 33.62 k 3 N$ 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 4 NS 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 32.00 k 5 NS 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 18.23 k A EW 0.00k 0.00k 0.00k 0.00k 0.00k 7.84k B EW _ 0.00k 0.00k 0.00k 0.00k 0.00k 16.38k C EW 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 37.46 k D EW 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 35.12 k E EW 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k O.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 1 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.06k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 6.00 k 0.00 k 0.00 k 0.00 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00k 0.00k 0-00k nnnk I nnn4 I nnni, COUNW BUILDING DIVISION APPROVED PitD Lj Factored Distributed Seismic Forces - summed at each level - For shearwall design; I a-1 CS 0.088 Grid; 1 Direction; NS 6 0.000 5 0.000 4 0.000 3 0.000 2 0.000 1 0.613 p 1.00 0.088 2 NS 0.000 0.000 0.000 0.000 0.000 2.967 1.00 0.088 0.088 0.088 0.088 3 4 5 A NS NS NS EW 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.824 1.609 0.691 1.00 1.00 1.00 1.00 0.088 B EW 0.000 0.000 0.000 0.000 0.000 1.446 1.00 0.088 C EW 0.000 0.000 0.000 0.000 0.000 3.305 1.00 0.088 0.088 D E EW EW 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.100 1 0.000 1 1.00 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 1 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 0.000 0.000 0.000 0.000 0.000 0.000 1.00 0 1 0.000 0.000 0.000 0.000 0.000 0.000 1.00 t/ q�- BUTTE COUNTY BUILDING DIVISION APPROVED Wall line analysis `I3 Shearwall Summary - ASD; 2013 California Building Code; 2012 NDS 1212612015 , ' Description; 15-107 - Lisa Banks 1 Main Level I Line - A -1. Level; Main Line; 0 Description; ' Miscellaneous; Seismic Design Category (SDC); [o • Wall framing species; Top plate species; [H F ...... ..I Specific Gravity Adj Factor: 0.930 +gaming at 16" o/c OPanels applied with long dimension across studs Load combinations; Seismic;0.6D+OJE T' ..._....... _ ..._.. _.._...__. ....__._. _...._._ .._....._.. _ _._...__ .l Wind governs; Wind; 0.6D+0.6w .I Shearwall; Calculate shearwall v; ' Total shearwall length 4.67 feet Vseisrnic 0.691 kips x 0.700 Factored; 0.484 kips V,-Arid 1.634 kips x 0.600 0.980 / kips t/ Shearwall v; ' Seismic 0.104 kips/ft < 0.242 Wind 0.210 kipslft < 0.339 kips/ft kips/ft Okl Okl . Where perforated shearwalls are used, refer to individual shearwall designs for actual v; V cap Description; _ Mark Seismic Side 1; [ cdx plywood with 8d nails at-6_ 12_'__0% __ V 1 0.242 Side 2; LNone I 29 0.000 Wind 0.339 0.000 kips/ft kips/ft / V v,llow; 0.242 If user-defined SW used; Seismic 0.339 Wind kips/ft ' User defined 1; 0.000 defined 2; L 0.000 1 0.000 1 0:000 kips/ftUser kips/ft Sill nailing; (]Applicable? ' 0'154 = 0.734 feet o/c 16d sinker good for; 0.210 16d nails at 8 0.154 kips/each inches o/c at SW ' Anchor bolts; BApptirable? Design v;( 0.210 kips/ft Mudslll; ` I PTDF ;]r2x Anchor bolts; 1/2" dia. • V , 012" anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 _ Anchor bolts spacing in - 3.877 feet o/c P 9 multiples p es of; 0.210 1/2" dia.x10 in anchor bolts at 32 16.000 'inches inches o/c max. V ' Blocking/to late; (applicable? ' Connectorl asc Length of attachment 14.33 feet Connector2 None l _ _ _ - Design v 0.068 kips/ft Maximum spacing 48.00 inches o/c Connectors 48 _.v 0.380 ,.. 0.000 inches o/c max. kips/each kips/each + / v Connectors at rim joist to mudsill/cripple wall top plate; ❑Applicable? ' Design v; 0.210 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; Capacity; ' ' Anchor 1; NIA 0.000 kips Anchor 2; NIA 0.000 kips BU I TEC®UN Y i BUILDING DIVISION 1 J Page 1 A P P V E ` Line geometry Line summary; Line geometry and collector forces; Load case; [Wind -� 12/2612015 Description; 15.107 - Lisa Banks I Main Level 1 Line - A • 1. Maximum collector force; 0.661 kips V1 v, V2 v2 V3 v3 V4 ve Drag truss present to assume collector forces? No Connector Nailed top plate splice; Wall 0 n . 0.980 0.068 0.000 0.000 0.000 0.000 0.000 0.000 Force 16d nail good for; 0.132 kips/each Connector? Splice; 8 16d nails, where used Bolted top plate splice; 4.67 0.00 y 0.000 Use; Not applicable - V, boll; 0.00 kips/ea. ps/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 11 Seismic; 1 0.691 0.000 4.67 o 0.000 9.000 0.000. Wind; 1.634 0.000 0.000 0.000 Summary; V1 v, V2 v2 V3 v3 V4 ve Connector Segment Desc. Wall 0 n . 0.980 0.068 0.000 0.000 0.000 0.000 0.000 0.000 Force I nore Connector? capacity 4.67 w 4.67 0.00 y 0.000 5.00 0 0.00 5.00 y 0.661 11 - 0.000 4.67 o 0.00 4.67 y 0.319 ❑ .- _._ .. _ _. _ . _ . �� 0.000 0.00 0.00 0.00 0.000 ❑ :-- --- --- _ -.... --- .. - - . --_� 0.000 0.00 0.00 0.00 , 0.000 ❑ ---- _._._..._.__._ ._ _._. 0.000 0.00 0.00 0.00 0.000 ❑ _ ... _... ---..-_,-, . 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.000.000 ❑ �:__.... _..___.._. 0.000 0.00 0.00 0.00 0.000 ❑ :. . .......... .._......... . �. 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ _ _�.� 0.000 0.00 0.00 0.00 0.000 ❑ ..:. _ _... _ _ ..__...._....._�. 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 ono ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ -:-...._._.............. -_ 0.000 0.00 0.00 0.00 o.000 ❑ _........_.:_ 0.000 0.00 0.00 0.00 0.000 0 _ - 0.000 0.00 0.00 0.00 o.000 ❑ _ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 o.00o ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- - - - _........ _ _ _-. 0.000 `0.00 0.00 0.00 o.000 ❑ 0.000 0.00 0.00 0.000 ❑ -.. 0.000 Eo.00 0.00 0.00 0.00 0.000 ❑ -_� _._.__._......_ ..._... -_ 0.000 0.00 0.00 0.00 0.000 ❑ -. 0.000 Totallenaths: 4.67 9.67 BUTTECOU S Y BUILDING DIV APPOWE® Page 2 SIS 1 Shearwali panel summary; Load case wind .i 12/26/2015 Description; 15.107 - Lisa Banks 1 Main Level / Line - A - l . Load; Description; W11 Angle of grid line; Start x; 0.00 0.00 degrees Tributary lengths (ft); V V V 9.00 0.00 0.00 DL factor 0.600 wor 0.054 Mr , 0.589 ' Paneidimensions; - 0.00 0.00 Check aspect ratio; Actual; Limit; 0.000 Length of panel; 4.67 feet Panel height; 9.00 feet h/w; 1.93 :1 3.50 :1 Ok 0.000 Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 feet w4 w5 P1 P2 P3 P4 --- - 0.000 0.000 0.000 0.000 ' Opening data; Width ft ; Hei ht ft ; Left x ft ; 0.000 Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.000 0.600 0.000 0.600 0.000 0.600 0.000 1 0.600 1 0.000 0.00 0.00 1 0.00 Total holdown force; Concrete Pier 2; h/w; 0.00 :1 3.50:1 Ok Min. edge Seismic loading; anchorage; Location: Allowable; Diameter; distance V design 0.104 kips/ft -.._- .._ ....... - ._.._....... - ..............------- ..... ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 Anchor; SSTB16 Midwall ' Grid sw - side 1; 318" cdx plywood with 8d nails at 6", 12" o1c SW override - side 1; 318" cdx plywood with 8d nails at 6", 12" o1c ❑Anchor not required for strap ❑AII thread to holdown below or custom Grid sw - side 2; None SW override - side 2; None Right end; Concrete stemwall ' v �P: 0.242 kips/ft v ei�„ = V.P * 2*bjh = 0.242 kips/ft > 0.104 kips/ft Oki dia. Wind loading; inches ' Additional offset to holdown; F-050-0-1 inches V design 0.210 kips/ft v alk .= 0.339 kips/ft > 0.210 kips/ft Oki V Dead loads ks ; Holdown force; 1.965 kips Wall I Roof I Floor Holdown force from above (if applicable); 0.000 kips Summary of ni RM- n n,n I n nnn ' Total holdown force; Load; Description; W11 Ppr - Start x; 0.00 End x; 4.67 Tributary lengths (ft); V V V 9.00 0.00 0.00 DL factor 0.600 wor 0.054 Mr , 0.589 MR 0.589 w2 - 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3 P4 --- - 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --- --- 0.600 0.000 0.000 0.000 0.600 0.000 0.000 0.000 0.600 0.000 0.600 0.000 0.600 0.000 1 0.600 1 0.000 0.000 0.000 0.000 0.000 Summary; total; x589 0.589 ' Overturning moment; 8.82 ft -kips FS Required DLRM - load acting from left to right; 0.59 ft -kips 0.07 < 1.00 Holdown required DLRM - load acting from right to left; 0.59 ft -kips 0.07 < 1.00 Holdown required ' Input overall length of shearwall for calculating overturning, if different than length noted above; 1 0.00 1 feet Left end; Concrete stemwall End stud; 2-zx • Holdown; I HDU2 518" dia. Clydim; 1.250 inches ✓ BU'T'TE COU iTy Additional offset to holdown; • 0.00 inches BUILDING ®IVI BION Length used to calculate tie force at left end; 4.19 feet Holdown force; Holdown force from 1.965 kips AP V above (if applicable); 0.000 kips Allowable; Total holdown force; Concrete 1.965 kips 3.075 Ok Min. edge anchorage; Location: Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 3.610 Oki 518" 5.00 12.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom ' Right end; Concrete stemwall End stud; 2-2x Holdown; HDU2 . 518" dia. Clr dim; 1.250 inches ' Additional offset to holdown; F-050-0-1 inches Length used to calculate tie force at right end; 4.19 feet V Holdown force; 1.965 kips Holdown force from above (if applicable); 0.000 kips Allowable; ' Total holdown force; 1.965 kips 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed ' Anchor; SSTB16 Midwall ❑Anchor not required for strap ❑AII thread to holdown below 3.610 - Oki 518" 5.00 12.63 or custom ' Page 1 ' Wall line analysis 'Shearwall Summary - ASD' 2013 California Building Code; 2012 NDS 1212612015 Description; 15.107 - Lisa Banks 1 Main Level 1 Line - B - I ' . Level; L Main Line; Description; Miscellaneous; ' Seismic Design Category (SDC); I IF Wall framing species; (oFl j Top plate species; I, HF - Specific Gravity Adj Factor: 0.930 framing at 16" o/c ❑Panels applied with long dimension across studs Load combinations; Seismic;0.6o+o.?e _.............._ ...... ........ _ ...__ .... _ . _ .._� Wind governs; Wind; 0.6D+06W V I _ . . Shearwall; - Calculate shearwall v; Total shearwall length 10.00 feet Factored; ' Vseismic 1.446 kips x 0.700 1.012 kips VOnd 1.804 kips x 0.600 1.082 kips Shearwall v; ' Seismic 0.101 kips/ft < 0.242 Wind 0.108 kips/ft < 0.339 kips/ft kips/ft Oki Okl Where perforated shearwalls are used, refer to individual shearwall designs for actual v; V cap Description; _ - Mark Seismic Side 1; 3/8 cd.-PI, ywood with 8d nails at 6`', 12 o/c 1 Wind ' ........ _ .............. 0.242 Side 2; None _ 29 0.000 0.339 0.000 kips/ft kips/ft vimw; 0.242 0.339 kips/ft If user-defined SW used; Seismic Wind ' User defined 1; 0.000 User defined 2; 0.000 kips/ft 0.000 0.000 kips/ft Sill nailing; applicable? ' 0'154 = 1.423 feet o/c 16d sinker good for, 0.154 kips/each 0.108 16d nails at 0 inches o/c at SW ' Anchor bolts; applicable? Design v; 0.108 kips/ft Mudsill; j PTDF I I j 2z _ I _ Anchor bolts; 11/2 _dia. v I ❑12" anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 _ P 9 multiples Anchor bolts spacing in - 7.520 feet o/c of; 16.000 inches 0.108 1/2" dia.x10 in anchor bolts at 72 inches o/c max. ,/ ' Blocking/top plate; applicable? Connectorl i RBC v 0.380 kipsleach Length of attachment 48.00 feet Connectorl I No 0.000 kips/each ' Design v 0.023 kips/ft Maximum spacing 48.00 inches o/c Connectors 48 inches o/c max. Connectors at rim loist to mudsill/cripple wall top plate; ❑Applicable? ' Design v; 0.108 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; ' Capacity; Anchor 1; NIA 0.000 kips V CO 1 �.J BUTTE COUNTY Anchor2; N/A 0.000 kips BUILDING DIVISION APPROVED ' Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Line geometry Line summary; Line geometry and collector forces; Load case; Wind 1212612015 Description; 15.107 - Lisa Banks / Main Level 1 Line - B -1. Maximum collector force; 0.545 kips Ignore v, V2 vz V3 v3 V4 v Segment Desc. Drag truss present to assume collector forces? _ No 10.67 o 0.00 Nailed top plate splice; 3.00 0 0.00 3.00 16d nail good for; 0.132 kips/each 10.00 Splice; 8 16d nails, where used Bolted top plate splice; 9.00 4.00 0 0.00 Use; I Nat applicable -� v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 ;V3 V4 0.00 Seismic; 1.4461 0.00 0.00 0.000 0.00 0.000 0.00 LLO00 0.00 Wind; 1.804 0.000 0.000 0.000 0.00 0.00 Summary;V1 Ignore v, V2 vz V3 v3 V4 v Segment Desc. Wall 0 n . 1.082 0.023 0.000 0.000 0.000 0.000 0.000 0.0 10.67 o 0.00 10.67 3.00 0 0.00 3.00 10.00 w 10.00 0.00 9.00 0 0.00 9.00 4.00 0 0.00 4.00 y{ 9.00. 0 0.00 9.00 2.00 o 0.00 2.00 y' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 R 0.000 0.00 1 0.00 0.00 0.00 TMl 1enni4...• 4n - I Page 2 0 Force Ignore Connector? Connector capaciLl 0.000 -0.242 ❑ 0.000 -0.310 ❑ _ - -. 0.000 0.545 ❑ �.i 0.000 0.341 ❑ :.:....___........_.-. 0.000 0.250 ❑ . . ..... . ..... ... ..... . 1 0.000 0.045 ❑ :::--.----•---.._..__._�_.._.�_ 0.000 0.000 ❑ _._.............. - -�. I 0.000 0.000 ❑ 0.000 0.000❑ - :. - .. _......_ _...__...__-. 0.000 0.000 ❑ ------ 0.000 0.000 ❑ -- 0.000 0.000 ❑_:.: -. - ..._... ... .......... 0.000 0.000 ❑ ....... - -_._.. 0.000 0.000 ❑ ._:. - ... - .:_ 0.000 ' 0.000 ❑- .... _..._- _- -. _.-.._..._._.I 0.000 0.000 ❑ 0.000 0.000 ❑ - - 0.000 0.000❑ - - - _-1 0.000 0.000 CO]- - 0.000 0.000 ❑ _ - I 0.000 0.000 ❑ . _ .... .. . ... .......... . .. ...._ 0.000 0.000 ❑ _ .... -.1 0.000 0.000 ❑ 0.000 0.000 ❑ 0.000 0.000 1 ❑ -. 0.000 BUTTE COUNTY BUILDING DIVISION APPROVED 1 1 Shearwall Load case i Wind I . �. -..� 12/26/2015 Description; 15-107 - Lisa Banks 1 Main Level I Line - B1.1. Angle of grid line; v �; Wind loading;, s -- - .--------------- ..._..-- 0.00 degrees 0.242 kips/ft > 0.101 kips/ft Ok! Tributary lengths (ft); V V V V design, Panel dimensions; 0.339 kips/ft > 0.108 kips/ft Ok! MR Check aspect ratio; Actual; Limit; Length of panel; 10.00 feet Panel height; 10.00 feet h/w; 1.00 :1 3.50 :1 Ok Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 feet 0.00 0.00 0.00 0.00 ' Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50:1 Ok Seismic loading,_.._.._. w4 __... _...... 518" 0.00 0.00 i Inches v design; 0.101 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 0.000 w5 ' Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% f SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% Grid sw - side 2; None SW override - side 2; None P1 0.000 ' v �; Wind loading;, s -- - .--------------- ..._..-- 0.242 kips/ft v alp = Vw * 2*bJh = -- _._...- - _....... 0.242 kips/ft > 0.101 kips/ft Ok! Tributary lengths (ft); V V V V design, _.__._ _ _ ..... 0.108 kips/ft v albw - 0.339 kips/ft > 0.108 kips/ft Ok! MR wl Dead loads ks ; ' 9.00. 0.00: 0.00 0.600 Wall Roof Floor 2.700 Summary of DLRM- II A AIAI A Ann I n Ann 11 Load; Description; PDL Start x; End x; i Tributary lengths (ft); V V V DL factor wDL ML MR wl 0.00 10.00 I 9.00. 0.00: 0.00 0.600 0.054 2.700 2.700 w2 Total holdown force; Concrete anchorage; Anchor; SSTB16 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 - 0.00 0.00 ! 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 __... _...... 518" 0.00 0.00 i Inches 0.600 0.000 0.000 0.000 w5 --- 0.00 0.00 9.52 feet 0.600 0.000 0.000 0.000 P1 0.000 0.00 0.600 Total holdown force; 0.853 kips 3.075 Concrete anchorage; Location; 1Allowable; Anchor; SSTB16 Midwall 1 3.610 ❑Anchor not required for strap ❑AII thread to holdown below or custom ! 0.000 0.000 P2 0.000 0:00 --- 0.600 0.000 0.000 P3 0.000 0.00 0.600 0.000 0.000 P4 I 1 0.000 1 0.00 - 0.600 0.000 0.000 Summary; i I otal; 2.700 2.700 ' Overturning moment; 10.82 ft -kips I FS Required DLRM - load acting from left to right; 2.70 ft -kips I 0.25 < 1.00 Holdown required DLRM - load acting from right to left; 2.70 ft -kips i 0.25 < 1.00 Holdown required Input overall length of shearwall for calculating overturning, if different ti an length noted above; 0.00 feet Left end; Concrete stemwall i End stud; ?2_ Holdown; HDU2 _._.. � �........... _. .I ___ _.. _.._� 518" I dia. Clr dim; 1.250 inches BUTTE COUNT ' Additional offset to holdown; used to calculate tie force at left end; 0.00 inches 9.52 feet � DIVI SI BUILDINGLength Holdown force; Holdown force from above (if applicable); 0.853 kips 0.000 kips ;Allowable; APPROVE Total holdown force; Concrete anchorage; Anchor; SSTB16 0.853 kips Location: Midwall 3.075 Allowable; 3.610 Ok Diameter, Ok! 518" Min. edge distance Embed 5.00 12.63 ' ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; i -2,-2x • Holdown; rrHDu2 I .. __. _ ..� L...__ ..__. __... _...... 518" idia. Clr dim; 1.250 Inches ' Additional offset to holdown; 0.00 inches I Length used to calculate tie force at right end; 9.52 feet I Holdown force;I Holdown force from above (f applicable); 0.853 kips 0.000 kips ! 4Allowable; ' ' Total holdown force; 0.853 kips 3.075 Concrete anchorage; Location; 1Allowable; Anchor; SSTB16 Midwall 1 3.610 ❑Anchor not required for strap ❑AII thread to holdown below or custom ! Ok Diameter; Okl 518" Min. edge distance Embed 5.00 12.63 cf Wall line analysis . Shearwall Summary - ASD' 2013 California Building Code' c'"').12 NDS 1212612015 Description; 15.107 - Lisa Banks / Main Level I Line - C -1. ' Level; Main Line; © Description; 17 - Miscellaneous; ' Seismic Design Category (SDC); _ .. Wall framing species; rDFL- Top plate species; SHF Specific Gravity Adj Factor: 0.930 ' ElFraming at 16" o/c OPanels applied with long dimension across studs Load combinations; ---------- - ----- . _ - ...-------- .-_j Seismic governs; Seismic; 0.6D+0.7E Wind; 0.6D+0.6W Shearwall; Calculate shearwall v; Total shearwall length 14.00 feet Factored; Vseismic 3.305 kips x 0.700 2.314 kips VOW 3.675 kips x 0.600 2.205 kips Shearwall v; Seismic 0.165 kips/ft < 0.242 kips/ft Okl ' Wind 0.158 kips/ft < . S i 0.339 kips/ft Ok! Where perforated shearwalls are used, refer to individual shearwall designs for actual v; v cap Description; Mark Side 1; rs/a'. cdx plywood'with Sd nails at 6'A, 12'-' o/c Seismic Wind ' 71 1 Side 2; None 0.242 0.339 kips/ft 29 0.000 0.000 kips/ft vau"; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind User defined 1; 0.000 0.000 kips/ft User defined 2; 0.000 0.000 1 kips/ft Sill nailing; applicable? 0.154 = 0.932 feet o/c 16d sinker good for; 0.154 kips/each 0.165 16d Eiails at 0 inches o/c at SW Anchor bolts; applicable? ' Design v; 0.165 kips/ft _ Mudsill; ((PTDF (2x I. _ _ -.._ . I . _ . .__� AnCl/10Fb01tS; 1/2" dia. 012" anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 =Anchor bolt spacing on multiples of; -0.165 4.926 feet o/c 16.000 inches 1/2" dia.xl0 in anchor bolts at 48 inches o/c max. ' Blocking/to late; I]Applimble? Connectorl Length of attachment 37.00 feet Conrector2 Design v 0.063 kips/ft --_ J.Rac _ None _ 0.380 �_ 0.000 kips/each kips/each ' Maximum spacing 48.00 inches o/c Conrectors 48 inches o/c max. �J Connectors at rim joist to mudsill/cripple wall top plate- ElApplicable? ' Design v; 0.165 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; C ; Anchor 1; NIA- ).00 ).000 0 kips Anchor 2; NIA 1.000 kips BUTir- �®UN BUILDING DIVISION APPROVE® Page 1 1 1 1 1 1 1 1 1 1 1 Line geometry Line summary; Line geometry and collector forces;. ( Load case; Lseismic Description; 15-107 - Lisa Banks / Main Level / Line - C -1. Wall 0 n . 2.314 Maximum collector force; 1.791 kips 0.000 0.000 0.000 0.00o 0.000 • a 0.000 Force Ilqnore Connector? Drag truss present to assume collector forces? wi n icUwi capacity 48.00 o 0.00 48.00 Nailed top plate splice; ; ' I ❑ ❑ ❑ ❑ 16d nail good for; 0.132 kips/each Splice; j 14 16d nails, where used Bolted top plate splice; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 Use; I Not applicable _- v, bolt; 0.00 kips/ea: t No. of bolts required; Input lateral loads; V1 V2 t V3 V4 0.000 ❑ _......_.._. _......._._.__..�.. 0.000 ❑ 0.000 ❑ Seismic; 0.60 0.00 0.00 0.00 1 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 _ 0.000 0.000 Wind; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L0.000 0.00 0.00 0.00 0.000 0.000 0.00 0.00 0.00 0.00 0.00 F OAU i 0.00 0.00 0.000.000 Tnf�l In..nN...• nn �o nn Summary: V1 I ". I V'I I 0 12126/2015 Segment Desc. Wall 0 n . 2.314 0.0371 0.000 0.000 0.000 0.00o 0.000 • a 0.000 Force Ilqnore Connector? wi n icUwi capacity 48.00 o 0.00 48.00 y ; ' 0.000 -1.791 0.000 0.000 0.000 ❑ ❑ ❑ ❑ (2)cs16, izsx _._-._ . _..---_.......- -- _: _ ...__....._._..._..__._.� -I - ._ .. �_ 3.410 0.000 0.000 0.000 14.00 w 14.00 0.00 y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.000 ❑ . _ _ ... _ .. _........ _ _�.. 0.000 0.00 1 0.00 0.00 0.000 ❑ 0.000 ❑ _ _74i 0.000 ❑ - 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 ❑ _......_.._. _......._._.__..�.. 0.000 ❑ 0.000 ❑ 0.000 0.000 0.000 0.00 0.00 0.00 0.60 0.00 0.00 0.00 1 0.00 0.00 0.000 ❑ ..-- .. __._.._..._. _-. _. 0.000 0.00 0.00 0.00 0.000 ❑ _- .._ . _........ _.. -.. -- -- _ �. 0.000 ❑ - -- - - - - uoo ❑ --- _.._....-__.__..._�, o.000 I ❑ _- 0.000 ❑ - 0.000 ❑ - 0.000 ❑_-:__..._.---..__..-...._.._._�. o.000 ❑ - .......... . _ ..- o.000 I ❑ ::.... .. ...... .-.... 0.000 ❑ - 0.000 ❑ :... ................... 0.000 Li• 7.41 E]0.000 - - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 _ 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 F OAU 0.00 0.00 0.00 0.00 0.00 0.000.000 Tnf�l In..nN...• nn �o nn Page 2 150 SUTTE COUNTY BUILDING DIVISION APPROVE® 1 Shearwall panel summary; Load case; I se sm . . End x; Tributary lengths (ft); Vv DL factor 12126/2015 ML Description; 15-107 -Lisa Banks 1 Main Level 1 Line - C 0.00 14.00 10.00 0.00. 0.00 0.600 Angle of grid line; 0.00 degrees 5.880 w2 BUILDING DIVISIC 0.00 ' Panel dimensions; Length of panel; 14.00 feet Panel height; 10.00 feet Check aspect ratio; Actual; Limit; w3 - 0.00 0.00 h/w; 0.71 :1 3.50 :1 Ok 0.000 Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 feet 0.00 Embed 0.600 ' Opening data; Width ft ; Hei ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50 :1 Ok ❑Anchor not required for strap ❑AII thread to holdown below or custom 0.600 0.00 0.00ht 0.00 Pier 2; h/w; 0.00 :1 3.50:1 Ok 0.00 Seismic loading; 0.600 0.000 0.000 P2 v design; 0.165 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 0.600 ' Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6, 12" o1c SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% 0.000 0.00 Grid sw - side 2; None SW override - side 2; None 0.000 0.000 v 'ea; 0.241 kips/ft v allow= Vcap' 2'bs/h = 0.242 kips/ft > 0.165 kips/ft Ok! -Wind loading; _ - V design 0.158 kips/ft V allow - 0.339 kips/ft > 0.158 kips/ft Ok! ' Dead loads ks ; Wall I Roof I Floor Summary of DI RM- n non I n nn� f' 11 1 1 1 11 Load; Description; Poi Start x; End x; Tributary lengths (ft); Vv DL factor woi ML MR W1 0.00 14.00 10.00 0.00. 0.00 0.600 0.060 5.880 5.880 w2 BUILDING DIVISIC 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 - 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 Allowable; 0.00 0.00 Embed 0.600 0.000 0.000 0.000 w5 --- 0.00 0.00 ❑Anchor not required for strap ❑AII thread to holdown below or custom 0.600 0.000 0.000 0.000 P1 0.000 0.00 --- 0.600 0.000 0.000 P2 0.000 0.00 0.600 0.00 inches •0.000 0.000- P3 0.000 0.00 Length used to calculate tie force at right end; 13.52 feet 0.600 0.000 0.000 P4 0.000 0.00 _ 0.600 1 0.000 0.000 Summary; I otal; 5.utlu 5.880 Overturning moment; 23.14 ft -kips FS Required DLRM - load acting from left to right;? 5.88 ft -kips 0.25 < 1.00 Holdown required DLRM - load acting from right to left; 5.88 ft -kips 0.25 < 1.00 Holdown required Input overall length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Left end; Concrete stemwall t/ End stud; z-zx .; Holdown; HDU2 �.. __.... _ �._ .I , 518" dia. Clr dim; 1.250 inches _ _ __ _ Additional offset to holdown; __ _ __ _ _. 0.00 inches ����� COUNTY Length used to calculate tie force at left end; 13.52 feet BUILDING DIVISIC Holdown force; Holdown force from above (if applicable); 1.276 kips 0.000 kips Allowable; APPROVE[ Total holdown force; 1.276 kips 3.075 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 2.550 Oki 518" 5.00 12.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; i z-zX Holdown; HD62 518" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 13.52 feet Holdown force; 1.276 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.276 kips 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; SSTB16 Comer 2.550 Oki 518" 5.00 12.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom N I Wall line analysis Shearwall Summary - ASD; 2013 California Building Code; 2012 NDS 1212612015 Description; 15-107 - Lisa Banks / Main Level I Line - D -1. Level; Main Line; Description; Miscellaneous; Seismic Design Category (SDC); I_D._ Wall framing species; Top plate species, �_HF Specific Gravity Adj Factor: 0.930 gaming at 16" o/c ❑Panels applied with long dimension across studs Loaa comDlnatlons; $elSnrlC; I0.6D+0.7E._ Seismic Wind; ,. ...._._., _._._._.. ._...._.___ [ 0.613+0.6W _... _.... _�I governs; j Shearwall; Calculate shearwall v; Total shearwall length Useismic 15.17 feet 3.100 kips x 0.700 = Fa 2.170 ' s Uwind 3.071 kips x 0.600 = 1.843 kips Shearwall v; - Seismic 0.143 ipslft < 0.242 kips/ft Ok! Wind 0.121 kips/ft < 0.339 kips/ft Ok! Where perforated shearwalls are used, refer to individual shearwall designs for actual v; v cap Description;_ Mark Seismic Wind Side 1; 3/a" cdx plywood with ad nails at 6", t2- o/c 1 0.242 0.339 kips/ft Side 2; None 29 0.000 .0.000 kips/ft V alloy; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind User defined 1; 0.000 0.000 kips/ft User defined 2; 0.000 0.000 kips/ft Sill nailing; applicable? 0'154 = 0.143 1.077 feet o/c 16d sinker good for; 0.154 kips/each cat 16d nails at 12 ✓ inches o $W Anchor bolts; t�+pPlicable? Design v; 0.143 kips/ft Mudslll; PTDF ._.... _ � � _ _ zX .'� Anchor bolts, vz" dia. ❑12" anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea 0.814 = 5.690 feet olc Anchor bolt spacing in multiples of; 16.000 inches 0.143 1/2" dia.x10 in anchor bolts at 64 inches o/c max. Connectort n3s 0.600 kips/each Length of attachment 48.00 feet Connectort None 0.000 kips/each Design v 0.045 0 kips/ft Maximum spacing J 48.00 inches o/c Connectors 48 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; LIApplicable? Design v; 0.143 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; Capacity; Anchor 1; NIA 0.000 kips �����COUNTY AnchDr2; NIA 0.000 kips BUILDING DIVISION APPROVED Page 1 S;3 Line geometry Line summary; Line geometry and collector forces; Load case; 15eismic __ 12/2612015 Description; 15-107 - Lisa Banks I Main Level 1 Line - D -1. Wall 0 n . 2.170 0.0451 0.000 0.000 0.000 0.000 0.000 0.000 Force I Lore Maximum collecto force; 0� 560 kips Connector? capacity 4.00 Drag truss presALto assume co ector-ferce. I_No 0.00 y Nailed top plate splice; 16d nail good for; 0.132 kips/each Splice; 8 16d nails, where used Bolted top plate splice;. y 0.391 ❑ Use; [Not applicable ! v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.030 Seismic; 3.100 0.000 0.000 0.000 o Wind; 3.071 0.000 0.000 0.000 -7.1 Summary: v1 I.. 5.75 w %1A r ---i v? va Segment Desc. Wall 0 n . 2.170 0.0451 0.000 0.000 0.000 0.000 0.000 0.000 Force I Lore Connector? capacity 4.00 w 4.00 0.00 y 0.000 8.00 o 0.00 8.00 y 0.391 ❑ 0.000 5.42 w 5.42 0.00 y 0.030 .: --------_---..... �_...... �. 0.000 12.50 o 0.00 12.50 y 0.560 ❑ -7.1 0.000 5.75 w 5.75 0.00 y -0.0051 ❑ ::-.._._.._ ._._ _ _ ..,_. _... 0.000 0.557 ❑ :__.._.-.._...-...___ ._._� 0.000 12.33 0 0.00 12.33 y 0.000 ❑ ....... -...__.__.__..._�.I 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.000 ❑ ._ __ -_ _.__........ _ _. _- �. 0.000 0.00 0.00 0.00 0.000 ❑ .: _ _._ .__ .._... _ _ ,...._....._� 0.000 0.00 0.00 0.00 0.000 ❑ -: ._...._ _.... _ ...... �. 0.000 0.00 0.00 0.00 0.000 ❑ . _:-.__..... ._._ ..-._...... 0.000 0.00 0.00 0.00 0.000 ❑ .:.--------•----_._.._�.. 0.000 0.00 0.00 0.00 o.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 1 0.000 ❑ _ ..:.. .... . .... ...__._ I 0.000 0.00 0.00 0.00 0.000 ❑ : . ....... ....... _.. _. _... 0.000 0.00 0.00 0.00 0.000 ❑ _ _ 7 0.000 0.00 0.00 0.00 0.000 ❑ ! 0.000 0.00 0.00 0.00 0.000 EJ_ --- .. _ ...,-..._... _.. . � 0.000 0.00 0.00 0.00 0.000 1:1 - 0.000 0.00 0.00 0.00 0.000 ❑ ... .... _.... - 0.000 0.00 0.00 0.00 0.0oo ❑- .:. _ _ ._... -.... -.. 0.000 0.00 0.00 0.00 0.000 ❑ - _....._. _....._._..... -.� 0.000 0.00 0.00 0.00 0.000 ❑ .::_...........__...-. _..._ ..� I 0.000 0.00 0.00 0.00 0.000 7. 0.000 0.00 Tn1nl 1 --- 11..,- 0.00 4e .'f 0.00❑ - en 0.000 _.......... ......- 0.000 BUTTE COUNTY BUILDING DIVISION APPROVE® Page 2 I 1C Shearwall panel summary; Load case; I Seismic .� End x; Tributary lengths (ft); 12126/2015 ' Description; 15-107 - Lisa Banks 1 Main Level / Line - D -1. --- 0.00 4.00 9.00. 0.00 0.00 0.600 0.054 0.432 0.432 w2 Anchor; SSTB16 Corner 2.550 C/Ok! 518" 5.00 12.63 0.00 Angle of grid line; 0.00 10.00 0.00 0.00 degrees `0.000 ' 0.000 V ' Panel dimensions; 0.00 0.00 Check aspect ratio; Actual; Limit; 0.000 Length of panel; 4.00 feet Panel height; 9.00 feet h/w; 2.25 :1 3.50':1 Ok 0.600 0.600 0.600 0.600 0.600 0.600 Perforated shearwall - where occuring; ❑Applies? Effective length; 0,00 feet 0.000 0.000 0.000 ' Opening data; Width ft ;Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50:1 Ok X , 0.00 0.00 .0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic_ loading; v design; 0.143 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 ' Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6, 12" o% SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% Grid sw - side 2; None SW override - side 2; None ' v yep; 0.242 kips/ft V allow = Vcao2* bS/h - 0.215 kips/ft ' - > 0.143 kips/ft Ok! Wind loading; V design,' 0.121 kips/ft v alb„, = 0.339 kips/ft > 0.121 kips/ft Ok! Dead loads ks ; ®�0 ' Summary of DI RM- Wall Roof n nin n nnn Floor n nen le -1 Load; Description; Pot Start x; End x; Tributary lengths (ft); DL factor , WDL/ / ML MR . wl --- 0.00 4.00 9.00. 0.00 0.00 0.600 0.054 0.432 0.432 w2 Anchor; SSTB16 Corner 2.550 C/Ok! 518" 5.00 12.63 0.00 0.00 0.00 10.00 0.00 0.600 `0.000 ' 0.000 0.000 w3 Anchor; SSTB16 0.00 0.00 0.00 1 0.00 1 0,.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3 P4 --- 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --- --- 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; 2-2x • Holdown; I HDU2 Summary;/ I -' I otal; 0.432 0.432 ' Overturning moment; 5.15 ft -kips FS Required Length used to calculate tie force at right end; DLRM - load acting from left to right; 0.43 ft -kips 0.08 < 1.00 Holdown required ' DLRM - load acting from right to left; 0.43 ft -kips 0.08 < 1.00 Holdown required Concrete anchorage Location: Allowable; Diameter; distance Embed Input overall. length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Anchor; SSTB16 Corner 2.550 C/Ok! 518" 5.00 12.63 Left end; Concrete stemwall 1.340 kips\/ 3.075 Ok Min. edge Concrete anchorage; End stud; 1.2-2x Holdown; I HDU2 • 5/8" dia. Cir dim; 1.250 inches ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; 2-2x • Holdown; I HDU2 B UTT�E CCS V1 V Additional offset to holdown; 0.00 inchesBUILDING � ' Length used to calculate tie force at left end; 3.52 feet ®u L®� I V G ®�VI S 1� � 1 v inches Holdown force; 1.340 kips Fri" Length used to calculate tie force at right end; 3.52 ®�®� Holdown force from above (if applicable); 0.000 kips Allowable; O-1 al ' Total holdown force; 1.340 (/kips 3.075 ✓bk Min. edge kips Concrete anchorage Location: Allowable; Diameter; distance Embed 0.000 kips Allowable; Anchor; SSTB16 Corner 2.550 C/Ok! 518" 5.00 12.63 Total holdown force; ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; 2-2x • Holdown; I HDU2 518" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 3.52 feet Holdown force; 1.340 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.340 kips\/ 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 2.550 Ok! 5/8" 5.00 12.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom ' s�s V 0.242 kips/ft V allow = Veap 2`bs/h = 0.242 kips/ft > 0.143 kips/ft Ok! Wind loading_ - _ V design, 0.121 kips/ft v eil, = 0.339 kips/ft > 0.121 kips/ft Oki Dead loads ks ; Wall I Roof I Floor Summary of DLRM- n Mn I n nnn I n nnn Load; Description; W1 Shearwali panel summary' Load case; I seismic Start x; 0.00 End x; 5.42 Tributary lengths (ft); V V V 9.00 0.00 0.00. 12/26/2015 ' Description; 15-107 - Lisa Banks 1 Main Level 1 Line - D-/. w2 --- 0.00 0.00 0.00 0.00 0.00 Angle of grid line; 0.00 degrees 0.000 0.000 w3 --- ' Panel dimensions; 0.00 0.00 0.00 Check aspect ratio; Actual; Limit; 0.000- w4 W5 P1 P2 P3 P4 Length of panel; F 5.42 feet Panel height; 9.04 feet h/w; 1.66 :1 3.50 :1 Ok 0.000 1 Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 feet 0.000 0.600 0.000 0.600 0.000 0.600 0.000 0.000 0.000 0.000 0.000 ' Opening data; Width ft ; Height ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 0.00 0:00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; _ . ..... .. _ .. __..._._....__.. V design; - ..._.._._....._._. _....---------- -.... - ...- ............. 0.143 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 ' Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o/c Grid sw - side 2; None SW override - side 2; None V 0.242 kips/ft V allow = Veap 2`bs/h = 0.242 kips/ft > 0.143 kips/ft Ok! Wind loading_ - _ V design, 0.121 kips/ft v eil, = 0.339 kips/ft > 0.121 kips/ft Oki Dead loads ks ; Wall I Roof I Floor Summary of DLRM- n Mn I n nnn I n nnn Load; Description; W1 Pot --- Start x; 0.00 End x; 5.42 Tributary lengths (ft); V V V 9.00 0.00 0.00. DL factor 0.600 woL 0.054 Mt 0.793 MR 0.793 w2 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000- w4 W5 P1 P2 P3 P4 -- --- 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.600 - - 0.600 0.000 0.000 1 0.000 0.600 0.000 0.000 1 0.000 0.000 0.600 0.000 0.600 0.000 0.600 0.000 0.000 0.000 0.000 0.000 Summary; i otal; U. r93 U.193 ' Overturning moment; 6.98 ft -kips FS Required DLRM - load acting from left to right; 0.79 ft -kips 0.11 < 1.00 Holdown required DLRM - load acting from right to left; 0.79 ft -kips 0.11 < 1.00 Holdown required Input overall length of shearwall for calculating overturning, if different than length noted above; 1 0.00 feet Left end; Concrete stemwall End stud;- - �22x _.__. _ I Holdown; HDU2 - gUTTE �®UC TY _._ ..,_.__ .--__ 518" dia. Clr dim; 1.250 inches ' Additional offsetto 0.00 inches B ILDING DIVISION Length used to calculate tie force at left end; 4.94 feet d1 1 9l � V Holdown force; 1.252 kips A Holdown force from above (if applicable); 0.000 kips Allowable;UVED Total holdown force; 1.252 kips 3.075 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter, distance Embed Anchor; SSTB16 Midwall 2.550 Oki 518" 5.00 12.63 ' ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall - End stud; 2x 2- - Holdown; HDU2 ?--2'-' ..._ __. L...__.. _.. _ ....-._.-I 518" dia. Clr dim; 1.250 inches ' Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 4.94 feet Holdown force; 1.252 kips ' Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.252 kips 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 2.550 Oki 518" 5.00 12.63 '[]Anchor not required for strap ❑AII thread to holdown below or custom 1 Shearwall panel summary; . Load case; "Seismic - j End x; V Tributary lengths (ft); V V 12/26/2015 wot Description; 15-107 - Lisa Banks I Main Level I Line - D -1. 0.00 . inches 0.00 5.75.9.00 1 0.00 1 0.00 Angle of grid line; 0.054 0.00 degrees 0.893 w2 --- ' Panel dimensions; Length of panel; 5.75 feet Panel height; 9.00 feel Check aspect ratio; Actual; Limit; w3 Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 h/w; feet 1.57 :1 3.50 :1 Ok ' Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00:1 3.50 :1 Ok 0.600 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok 0.00 Seismic to ading_ _ - 0.600 0.000 0.000 0.000 P1 V design; 0.143 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 to holdown below or custom 0.600 Grid sw - side 1; 318" cdx plywood with 8d nails at 6", 12" o1c SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% 0.00 Grid sw - side 2; None SW override - side 2; None 0.000 0.000 ' v'p; 0.242 kips/ft v aIbw= Vim' 2'b,/h = 0.241 kips/ft > 0.143 kips/ft Ok! 0.000 Wind loading; P4 0.000 0.00 - 0.600 1 � design: 0.121 kips/ft v allow = 0.339 kips/ft > 0.121 kips/ft Ok! Dead loads ks ; 1.235 kips 1 Wall Roof Floor Holdown force from above (if applicable); 0.000 kips Allowable; Summary of nl RM n n,n I A nnn ' Total holdown force; Load; Description; Pp, Start x; End x; V Tributary lengths (ft); V V DL factor wot ML MR W11 0.00 . inches 0.00 5.75.9.00 1 0.00 1 0.00 0.600 0.054 0.893 0.893 w2 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 --- 0.00 0.00 0.600 0.000 0.000 0.000 w5 Embed 0.00 0.00 1 Anchor; SSTB16 0.600 0.000 0.000 0.000 P1 0.000 0.00 ❑Anchor not required for strap ❑AII thread to holdown below or custom 0.600 0.000 0.000 P2 0.000 0.00 -- 0.600 0.000 0.000 P3 0.000 0.00 Clr dim; 1.250 inches 0.600 0.000 0.000 P4 0.000 0.00 - 0.600 1 0.000 0.000 I otal; 0.893 0.893 Summary; ' Overturning moment; 7.40 ft -kips FS Required DLRM - load acting from left to right; 0.89 ft -kips 0.12 < 1.00 Holdown required DLRM - load acting from right to left; 0.89 ft -kips 0.12 < 1.00 Holdown required ' Input overall length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Left end; Concrete stemwall I 156 End stud, ' * - • Holdown; HDU2 . ..._. _ L ...... . __... . i _. 518" dia. Clr dim; 1.250 inches + ����p, - OU TY ' Additional off seta) holdown; 0.00 . inches B1 1ILDIN DIVISION Length used to calculate tie force at left end; 5.27 feet Ui 1 V N Y � Holdown force; Holdown force from above 1.235 kips APPROVED (if applicable); Total holdown force; 0.000 kips 1.235 kips Allowable; 3.075 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 2.550 Okl 518" 5.00 11.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; z-zxHoldown; HDU2 518" dia. Clr dim; 1.250 inches ' Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 5.27 feet Holdown force; 1.235 kips Holdown force from above (if applicable); 0.000 kips Allowable; ' Total holdown force; 1.235 kips 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed '[]Anchor Anchor; SSTB16 not required for strap (]All Midwall 2.550 Okl 518" 5.00 12.63 thread to holdown below or custom Wall line analysis Shearwall Summary = ASD; 2013 California Building Code; 2012 NDS 12/2712015 Description; 15.107 - Lisa Banks I Main Level 1 Line -1 - I . Level; Main Line; I� Description; Miscellaneous; ,Seismic Design Category (SDC); Wall framing species; .DFL Top plate species; lHF_ I Specific Gravity Adj Factor: 0.930 gaming at 16" o/c OPanels applied with long dimension across studs Load combinations; Seismic; 0.6D+07E '7J Wind governs; Wind; 0.6D+0.6W Shearwall; Calculate shearwall v; Total sheanvall length 17.00 feet Factored; Vseismic t , 0.613 kips x 0.700 = 0.429 kips Vwind N0.848 kips x 0.600 = 0.509 kips Shearwall v; Seismic 0.025 , kips/ft < 0.242 kips/ft 0kl Wind 0.030 kips/ft < 0.339 kips/ft Okl Where perforated shearwalls are used, refer to individual shearwall designs for actual v; v cap Description_ _ Side 1; 3/8" cdx pi ywood with 8d nails at 6"_12" o/c Mark 1 Seismic Wind Side 2; . None 0.242 0.339 kips/ft 29 0.000 0.000 kips/ft v allow; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind User defined 1; 0.000 0.000 kips/ft User defined 2; 0.000 0.000 kips/ft Sill nailing; OApplicable? 0.154 = 5.145 feet olc 16d sinker good for, 0.154 kips/each 0.030 16d nails at 0 inches o/c at SW Anchor bolts; O✓ Appllcable? Design v; 0.030 kips/ft _ Mudslll; ?TDFl _ l ?% �J Anchor b01fS; 11/2 _da. l 012^ anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea 0.814 = 27,197 feet o/c Anchor bolt spacing in multiples of; 16.000 inches 0.030 1/2" dia.xl0 in anchor bolts at 72 inches o/c max. Connectorl i RBC _ ;_ 0.380 kips/each Length of attachment 22.33 feet Connecto2 None 1 0.000 kips/each Design v O�kips/ft ---- - Maximum spacing 48.00 inches o/c Connectors 48 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; OAPpricable? Design v; 0.030 kips/ft A35 at 0 inches o/c max. i Custom concrete anchor for holdowns; Capacity; Anchor 1; NIA 0.000 kips BUTTE CO U A Anchor 2; NIA 0.000 kips COUNTY 9 TTY Page 1 Sz� Line geometry Line summary; Line geometry and collector forces; Load case; ! wind -� 1212712015 V1 Description; 15-107 - Lisa Banks I Main Level I Line -1 - l . Maximum collector force; 0.116 kips Segment Desc. Wall 0 n . Drag truss present to assume collector forces? _ [No __- 0.000 0.000 0.000 Force Ignorel Ignore Nailed top plate splice; capacity 17.00 w 17.00 16d nail good for; 0.132 kips/each Splice; 8 16d nails, where used Bolted top plate splice; 5.00 0 0.00 5.00 y Use; Not applicable_ - v, bolt; 0.00 kips/ea. s/ea. p No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.00 0.00 0.00 Seismic; 0.613 0.00 0.00 0.00 _ _...._.- .___-. 0.000 ❑ - _ 0.000 0.00 0.00 0.00 0.000 0.000 0.000 0.000 ❑ Wind; 0.848 0.000 0.000 0.000 0.00 0.00 0.00 -. _ ........ _. _.... _ _...... _.: 0.000 ❑ --- - Summary; V1 vt V2 v2 V3 v3 V4 v4 Connector Segment Desc. Wall 0 n . 0.509 0.023 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? capacity 17.00 w 17.00 0.00 y 0.000 5.00 0 0.00 5.00 y 0.116 0 - 0.000 0.00 0.00 0.00 _ 0.000 ❑ 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 0.0oo El.............. 0.000 0.00 0.00 0.00 _ _...._.- .___-. 0.000 ❑ - _ 0.000 0.00 0.00 0.00 _ ..... _ _. _ _... -_ _...._ 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 _-J 0.000 ❑ : 0.000 0.00 0.00 0.00 -. _ ........ _. _.... _ _...... _.: 0.000 ❑ --- - 0.000 0.00 0.00 0.00 - - _ 0.000 ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 _ _ 0.000 ❑ - I 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 _ _ _ _- 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ __- 0.000 0.00 0.00 0.00 _- __._..... _._ _ .- o.00o ❑ - 0.000 0.00. 0.00 0.00 _ _ _ __ _ o.000 ❑ - 0.000 0.00 0.00 0.00 _ _ _ _ 0.0oo ❑ 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 ❑ 0.000 ❑ o.000 ❑ -.) 0.000 ❑ -- - ! 0.000 ❑o.000 .. ...--- . ... _._. - 0.000 ❑ -.! 0.000 0.000 0.000 0.000 o.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TMMl 1-fk- 49 AA BUTTE COUNTY BUILDING DIVISION APPROVED Page 2 1 Shearwall panel summary; Load case; End x; Tributary lengths (ft); DL factor 12127/2015 ML Description; 15-107 - Lisa Banks I Main Level I Line -1 - I . 0.00 17.00 10.00 0.00 0.00 0.600 0.060 Angle of grid line; 8.676'- 0.00 degrees --- 0.00 0.00 0.00 0.00 1 0.00 0.600 Panel dimensions; 0.000 0.000 Check aspect ratio; Actual; Limit, - 0.00 0.00 0.00 .1 0.00 Length of panel; 17.00 feet Panel height; 10:00 feet h/w; 0.59 :1 3.50 :1 Ok 0.00 0.00 - --- --- - Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 feet 0.000 0.000 0.000 0.000 ' Opening data, Width ft ;Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50:1 Ok 0.000 0.000 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Right end; Concrete stemwall Seismic loading; End stud; 2-2X Holdown; N/A �_._._.._ _� I _ �� --- dia. 0.025 kips/ft ❑Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 BUTTE CCU Additional offset to holdown; 'designs Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o/c SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o/c e A Length used to calculate tie force at right end; Grid sw - side 2; None SW override - side 2; None V Holdown force; ' v'p; 0.242 kips/ft v ell = Veep * 2*bdh = 0.242 kips/ft > 0.025 kips/ft Oki 0.000 kips Allowable; Wind loading_ Total holdown force; -0.215 kips 0.000 Ok V design. 0.030 kips/ft v - allow 0.339 kips/ft > 0.030 .._....._......Oki kips/ft Ok. _....__._..._ distance Embed Dead loads ks ; Midwall 0.000 Oki NIA ' 0.00 Wall Roof Floor 11 gijmmgry of ni RM- - n non n nnn n nnn Load; Description; PDL Start x; End x; Tributary lengths (ft); DL factor wog ML MR W1 --- 0.00 17.00 10.00 0.00 0.00 0.600 0.060 8.670 8.676'- 2 --- 0.00 0.00 0.00 0.00 1 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 .1 0.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3 P4 - 0.000 0.000 0.000 0.000 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 - --- --- - - 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 total; 5.blu 5.670 Summary; Overturning moment; 5.09 ft -kips FS Required DLRM - load acting from left to right; 8.67 ft -kips 1.70 > 1.00 Ok - No tension ties required DLRM - load acting from right to left; 8.67 ft -kips 1.70 > 1.00 Ok - No tension ties required Input overall length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Left end; Concrete stemwall End stud; 2-2X . I- -_ _ Holdown; ; N/A --- dia. Clr dim; 0.000 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 16.63 feet Holdown force; -0.215 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; -0.215 kips 0.000 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter; distance Embed Anchor; None Midwall 0.000 Oki NIA 0.00 0.00 ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; 2-2X Holdown; N/A �_._._.._ _� I _ �� --- dia. Clydim; 0.000 inches BUTTE CCU Additional offset to holdown; 0.00 linches BI �J 1ILDING ® e A Length used to calculate tie force at right end; 16.63 feet V Holdown force; -0.215 kips APPRO Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; -0.215 kips 0.000 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; None Midwall 0.000 Oki NIA 0.00 0.00 ❑Anchor not required for strap ❑AII thread to holdown below or custom ' V T ISION ED 60 ' Wall line analysis ' ' ' ' Shearwall Summary - ASD; 2013 California Building Code; 2012 NDS Description; 15.107 - Lisa Banks I Main Level / Line - 2.1. Level; Main Line; Miscellaneous; Seismic Design Category (SDC); Wall framing species; j DFL �� Top plate species;i HF _ +gaming at 16" o/c ❑Panels applied with long dimension across studs Load combinations; 12127/2015 Description; Specific Gravity Adj Factor: 0.930 Seismic; Seismic governs; Wind; 10.6D+0.6W Shearwall; Calculate shearwall v, Total shearwall length 18.66 feet Factored; ' Useismo 2.967 kips x 0.700 Uwind 2.077 kips 3.101 kips x 0.600 1.861 kips Shearwall v; ' Seismic 0.111 kipslft < Wind 0.100 kips/ft < 0.242 0.339 kips/ft Ok! kips/ft Okl Where perforated shearwalls are used, refer to individual shearwall designs for actual v; v cap Description__ _ Mark Seismic Wind ' _ Side 1; 13/a" cdxxplywood with ad nails at 6{-12._o/c .. Side 2; [None 29 0.242 0.000 0.339 kips/ft 0.000 kips/ft V allow; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind ' User defined 1; User defined 2; 0.000 0.000 kips/ft 0.000 0.000 kips/ft _Sill nailing; ❑4pplicable? 0'154 = 1.384 feet o/c 16d sinker good for; 0.154 kips/each 0.111• 16d nails at 0 inches o/c at SW Anchor bolts; ❑Applicable? Design v; kips/ft .0.111 Mudsill; f PTDF L ._._ I [?x ._-..- Anchor bolts; ! 1/2" dia. wl Ell 2" anchor bolts - - -.. Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 _ Anchor bolts spacing in multiples2� - 7.313 feet o/c P 9 of; 7 1.6.000 inches 0.111 112" dia.xl0 in anchor bolts at 0 inches olc max. t ' Blocking/top plate; ❑Applicable? Connectorl Length of attachment feet 0.00 Connector2 _ None _ I.N_one_ _ 0.000 kips/each �J 0.000 kips/each ' Design v 0.000 kips/ft Maximum spacing 48.00 inches o/c Connectors 0 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate' ❑Applicable? ' Design v; 0.111 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; / ' Capacity; Anchor 1; NIA 0.000 kips Anchor 2; NIA 0.000 kips BUTTE UTE COI 1 p p ' BUILDING DIVISION PR®VE® ' Page 1 AP , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 G1 Line geometry Line summary; Line geometry and collector forces; Load case- Seismic - 1212712015 Description; 15.107 - Lisa Banks 1 Main Level I Line - 2.1. Maximum collector force; 0.966 kips U CS16 - 1.25x - - - - - --- - V1 Segment Desc. Drag truss present to assume collector forces? LN._. j 22.33 o 0.00 Nailed top plate splice; 16d nail good for; 0.132 kips/each 5.25 Splice; 8 16d nails, where used ILO 57 I r Bolted top plate splice; 0 0.00 4.00 1.83 Use;I-Not applicable .-.I v, bolt; 0.00 kips/ea. No. of bolts required; 0 / old 7 Input lateral loads; V1 V2 V3 V4 7.50 0.00 Seismic; 2.967 0.00 1.50 0.000 0.000 0.000 0.00 Wind; 3.101 0.000 0.000 0.000 0.00 Summary; U CS16 - 1.25x - - - - - --- - V1 Segment Desc. Wall 0 n . 2.077 22.33 o 0.00 22.33 5.25 w 5.25 0.00 4.00 0 0.00 4.00 1.83 w 1.83 0.00 y 1.50 0 0.00 1.50 7.50 w 7.50 0.00 1.50 0 0.00 1.50 x-- 4.08 w 4.08 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 - -- ---i 0.00 0.00 0.00 - 0.00 0.00 0.00 ❑ 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 -0.000 0.00 0.00 0.00 0.00 0.00 0.00 ❑ 0.00 0.00 0.00 o.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 _.._....___...._____ 0.00 0.00 0.00 ❑ 0.00 0.00 0.00 o.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 Tn4,1 1-4k- __ . J 0.00 40 CC 0.00 1. as V2 I V, I V3 I v, I V4 v 4 Connector 0.000 10.000 i 0.000 10.000 i 0.000 10.000 1 Fnr4 . to nral Cnnnortnn rang;„ Page 2 -0,96 U CS16 - 1.25x - - - - - --- - -- _� i 1.705 .609 ❑ _ - 0.000 -0.782 00.000 0.658 ❑ -- ---._..� 0.000 -0.723 ❑ _..- ---......_..-----. - 0.000 -0.213 ❑ . - ..._..---___--- ._..__. �� 0.000 -0.278❑ ...... ..._._.__..__..__i - 0.000 0.000 El 0.000 0.000 ❑- _. _. --------_ 0.000 0.000 -- - - -- ---i 0.000 0.000 ❑ - - 0.000 o.000 ❑ _ :.. - _.._.... _...._....-.1 0.000 0.000 ❑ ::-- -- -=J 0.000 0.000 ❑ -0.000 0.000 ❑ -0.000 0.000 ❑ - 0.000 o.000 ❑ _..._-. 0.000 o.000 ❑ 0.000 0.000 ❑ _.._....___...._____ - 0.000 o.000 ❑ .-.... -_ 0.000 o.000 ❑ - 0.000 0.000 ❑ __ . J 0.000 o.000 ❑ ::. - - 0.000 o.000 ❑ .......... -, 0.000 o.000 ❑ : - _ _-., 0.000 BUTTE COUNTY BUILDING DIVISION APPROVED Description; Perforated shearwall design; 1212712015 Based on empirical design method developed by Suglyama and further documented and tested in APA Report 157. In accordance with 2013 CBC. Where walls are strapped, shear stresses and strap forces are resolved using statics, and the design methods noted above are not used. Grid; Level; Main C -., Qadjus[ allowable shear values In accordance with Table 4.3.4 for seismic cases Controlling load case; I Seismi Calculated total wall length(L); 25.66 ft Wall height (h); 9.00 ft Design loads; Seismic; Wind; Design forces applied to top of wall, P; 2.967 3.101 kips Seismic; Wind; Design force applied at height; 0.00 feet L0.0001 0.000 kips Pdmian; 2.077 k 1.861 k )penings:. Width; a = A ,tall = 0.121 Height; Calculate Wall Length Ratio (b): Calculated total length of full -height wall segments 18.66 feet hAv 2w/h Wall; Door Wall; ODoor Wall; ODoor Wall; moor Wall; Door Wall; moor Wall; DDoor Wall; moor Wall; Door Wall; ODoor Wall; O(1)w 0(2)w 0(3)w O(4)w 0(5)w 0(6)w 0(7)w 0(8)w 0(9)w 0(10)w 5.25 ft s, ft ft ft ft ft ft9.00 ft ft ft ft ft ft ft ft ft ft ft ft ft ft 0(1)h O(2)h 0(3)h 0(4)h 0(5)h O(6)h 0(7)h 0(8)h O(9)h 0(10)h 9.00 ft ft A= ft ft A= ft ft A= ft ft A= ft ft A= ft ft A= ft ft A= It ft A= ft ft A= Ift ft A= ft 16.00 6.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 W W W ft` ft` fr ft ft ft ft 1.71 2.19 • ' 1.20 Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.92 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4,00_ ) 4.00 ;1.83 A 4.00 '1-50" 4.00 -7.50 9.00 1. 4.00 4.08 feet OVI openings reinforced with strapping' 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A.00 0.00 0.00 0.00 Calculate Opening Area Ratio (a): SAS i, , a = A ,tall = 0.121 A wall = 230.94 ft2 Calculate Wall Length Ratio (b): Calculated total length of full -height wall segments 18.66 feet b = S M14*hl wall serlments = 18.66 = 0.727 L wall 25.66 Calculate Sheathing Area Ratio ( r): 1 r = 1+(alb) = 0.857 Note: r factor approximately correlates with values obtained from CBC Table 2305.3.8.2 Calculate Shear Ratio (F): F = r . 3-2r = 0.667 Net effective shearwall length: Length (1) 18.66 feet OVI openings reinforced with strapping' Shearwalls, Side 1; l3/8' cdx plywood with ad _ nails at 6", 12 o/c j v cap; Seismic; 0.219 .339 kips/ft Side 2; one I 0.000 0.000 kipslft v capacity; 0.219 0.339 kips/ft v actual; 0.111 0.100 kips/ft (z 3 V � Burre couNn BUILDING DIVISION APPROVED.. 1 i 1 Sill nailing; Dppllcable. 16d sinkers - 0.081 kips/ft v nail; 0.134 kips/each Spacing; 16 inches o/c Anchorbolts; papplicable? --V—S, t/2 dia. PTD F_2 x_ plate _ _ I Spacing module; 16 inches olc I: 25.66 feet Allowable v; 0.814 kips/bolt i-11; 0.081 kips/ft Spacing; 72 .inches o/c max. ' ' Connection at top plate; Length of attachment; 25.670 feet Use; I v.; 0.380 kips Total V; 2.077 kips I.RBC —. v 0.081 kips/ft Maximum spacing; 48 inches o/c Check overturning; MOT 18.692 ft -kips Length for calculating be force; 0.00 feet Use hill wall length t ' MRa-R) 111.078 FS ft -kips 5.94 FS MRIR11 111.078 ft -kips 5.94 Tie force from above; 0.000 kips Tie force from above; L0:000 kips Left be force; -3.672 kips Right be force; -3.672 kips ' Total be force; -3.672 kips Total be force; -3.672 kips Holdown; I N/A... .... - L _..� z zx �- ---� . Holdown; rN/A r --- --I rHoldown capacity; 0.000 kips Oki Holdown capacity; .. 0.000 kips Oki r � Burre couNn BUILDING DIVISION APPROVED.. 1 i 1 ' 0.000 0.000 0.000 0.000 isc 0.000 Descriptionj Lisa Banks 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 ' Overtuminq - Stability 0.000 0.000 ######## 0.000 Panel length for overturning; 25.660 feet 0.000 ' Assembly dead loads; Roof DL; 0.014 ksf 0.000 0.000 Floor DL; 0.000 0.000 ksf 0.000 0.000 Wall DL; 0.000 0.010 ksf .0.000 0.000 1 0.000 -0.000 0.000 Misc; Uniform DL to entire lenqth of assembly; 0.010 ksf ` Framed wall - - 0.000 0.000 0.000 0.000 Start x; End x; Roof; Floor; Wall Misc; WDL Tributary lengths; 0.000 25.660 28.000 0.000 9.000 0.000 0.482 kips/ft Partial uniform loads; Start x: End x• Roof: Floor Wall• M' 0.000 0.000 0.000 0.000 0.000 isc 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000 '0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 .0.000 0.000 1 0.000 -0.000 0.000 0.000 0.000 0.000 0.000 - - - - - - 0.000 0.000 0.000 0.000 kips/ft kips/ft kips/ft kips/ft kips/ft kips/ft kips/ft kips/ft kips/ft kips/ft Concentrated loads; PDL ' 0.000 = 0.000 kips 0.000 0.000 kips 0.000 0.000 kips 0.000 0.000 kips 0.000 0.000 kips Summary of dead load resisting moments (DLRM); MLR MRL Factored DLRM 111.078 111.078 ft -kips Gy, BUTTE COUN I BUILDING DIVISION P®VE ' Wall line analysis ' Shearwall Summary - ASD; 2013 California Building Code; 2012 NDS 1212712015 ' Description; 15.107 - Lisa Banks I Main Level I Line - 4 -1. Level; Main Line; ® Description; Miscellaneous; Seismic Design Category (SDC); L_ Wall framing species; I DFL �� Top plate species; (HF - �� Specific Gravity Adj Factor: 0.930 Oraming at 16" o/c ❑Panels applied with long dimension across studs Load combinations; Seismic; _...__ .. _-__....-.._. _. _ ._ _._...... _....- _.....___.-._._I Wind governs; Wind; 0.6D+0.6W Shearwall; Calculate shearwall v; ' Total shearwall length 15.83 feet Vseismic 2.824 kips x 0.700 Factored; 1.977 kips Vwird 3.370 kips x 0.600 2.022 kips Shearwall v; Seismic 0.125 kips/ft < Wind 0.128 kips/ft < 0.242 0.339 kips/ft Okl kips/ft Oki Where perforated shearwalls are used, refer to individual shearwall designs for actual v; Description; Mark Side 1; 3/a" cdz plywood with ad nails at 6':,12 :o/c - 1 Side 2; None _ �� 29 v cap Seismic 0.242 0.000 Wind 0.339 kips/ft 0.000 kips/ft f allow; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind ' User defined 1; User defined 2; 0.000 0.000 1 0.000 kips/ft 0.000 kips/ft Sill nailing; applicable? 0'154 = 1.206 feet o/c 16d sinker good for, 0.128 16d nails at 14 0.154 kipsleach inches olc at SW Anchor bolts; Q4pplicable? Design v; _ 0.128 kips/ft _ MUdSlll; f PTDF 2x I. _..-7� Anchor bolts; [1/2.' dia_ I Ell 2" anchor bolts _� Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 = 6.373 f Anchor bolt spacing in multiples of; 0.128 feet o/c 1/2" dia.x10 in anchor bolts at 64 16.000 inches �� inches o/c max. Blocking/to late; Q4pplicable? ' Connectorl Length of attachment 20.00 feet Connector2 Design v 0.101 kips/ft Maximum spacing 24.00 inches o/c Connectors Rac _ I None _ _ 24 0.380 kips/each , 0.000 kips/each inches olc max. Connectors at rim joist to mudsill/cripple wall top plate; applicable? Design v; 0.128 kips/ft A35 at 0 inches o/c max. L,ustom concrete anchor for holdowns; Capacity; Anchor 1; NIA 0.000 kips Anchor 2; NIA 0.000 kips I Page 1 �S BUTTE COUNTY BUILDING DIVISION APPROVE® 0 Line geometry Line summary; Line geometry and collector forces; Load case; I wind 1212712015 Description; 15.107 - Lisa Banks I Main Level 1 Line - 4 - l . Maximum collector force; 1.324 kips I V1 vt V2 vT V-3--F-v, V4 v4 Drag truss present to assume collector forces? (No • I Connector Nailed top plate splice; Wall 0 n . 2.022 0.044 0.000 0.000 0.000 0.000 0.000 0.000 Force 16d nail good for; 0.132 kips/each Connector? Splice; 10 16d nails, where used Bolted top plate splice; 15.83 0.00 y 0.000 Use; Not.applicable_ • v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 ❑ Seismic; 1 2.824 0.000 0.000 0.00 0.000 0.000 Wind; 1 3.370 0.000 -!q2-OJ EnE Summary; I V1 vt V2 vT V-3--F-v, V4 v4 Connector Segment Desc.1 Wall 0 n . 2.022 0.044 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? capacity 15.83 w 15.83 0.00 y 0.000 4.33 o 0.00 4.33 y 1.324 ❑ : __.-` �.... .._. �.._...( 0.000 6.67 o 0.00 6.67 y 1.133 0 cs16-11 1.705 19.00 o 0.00 19.00-, 0,838 ❑ CS16 -1.25X •, 1.705 0.00 0.00 0.00 0.000 ❑ i 0.000 0.00 0.00 0.00 0.000 ❑ ::..... � 0.000 0.00 0.00 0.00 0.000 ❑ _ • 0.000 0.00 0.00 0.00 0.000 0 0.000 0.00 0.00 0.00 0.000 ❑ __ _ _• 0.000 0.00 0.00 0.00 0.000 0 • 0.000 0.00 0.00 0.00 0.000 ❑ __ • 0.000 0.00 0.00 0.00 0.000 1:1 • 0.000 0.00 0.00 0.00 0.000 0 - • 0.000 0.00 0.00 0.00 0.000 0 _ _• 0.000 0.00 0.00 0.00 0.000 ❑ _ 0.000 0.00 0.00 0.00 0.000 ❑ • 0.000 0.00 0.00 0.00 0.000 1:1.__ ._..... _ 0.000 0.00 0.00 0.00 0.000 ❑ • 0.000 0.00 0.00 0.00 0.000❑ .-_..._..---.._...__...___.._ _ � 0.000 0.00 0.00 0.00 0.000 ❑ _. -- -- • --_-..-_ 0.000 0.00 0.00 0.00 0.000 ❑ _. 0.000 0.00 1 0.00 0.00 0.000 0 • 0.000 0.00 0.00 0.00 0.000❑ _ ,..... .... _... _ • .....-_ 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ _.... 0.000 0.00 0.00 0.00 0.000 ❑ - -- - -- • 0.000 Totallenoths• is R3 3n nn -- •--- MEN Page 2 Load; Description; W1 Shearwall panel summary' Load case ! wird End x; 15.83 Tributary lengths (ft); V V 9.00 0.00 0.00 DL factor 0.600 12/27/2015 Mt 6.766 Description; 15-107 - Lisa Banks I Main Level 1 Line - 4 -1. 0.00 0.00 0.00 0.00 0.00 0.600 0.000 Angle of grid line; 0.000 0.00 degrees --- 0.00 0.00 0.00 0.00 0.00 0.600 Panel dimensions; Length of panel; 15.83 feet Panel height; 9.00 feet Check aspect ratio; Actual; Limit, 0.00 0.00. - --- --- - Perforated shearwall - where occuring; ❑Applies? Effective length; 0.00 h/w; feet 0.57 :1 3.50:1 Ok ' Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50:1 Ok Length used to calculate tie force at right end; 15.35 feet 0.00 1 0.00 1 0.00 1 Pier 2; h/w; 0.00 :1 3.50 :1 Ok 0.745 kips Seismic loading_ Holdown force from above (if applicable); 0.000 kips Allowable; design; 0.125 kips/ft Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 Total holdown force; 0.745 kips 3.075 Grid sw - side 1; G 3/8" cdx plywood with 8d nails at 6", 12" o% SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o% Concrete anchorage; Location; rid sw - side 2; None SW override - side 2; None Embed Anchor; SSTB16 Midwall 3.610 v cap; 0.242 kips/ft v allow= Vw * 2*bjh = 0.242 kips/ft > 0.125 kips/ft Ok! Wind loading; _._.. _ __-. _--• -__-.- . V design' 0.128 kips/ft v allow 0.339 kips/ft > 0.128 kips/ft Ok! Dead loads (kso; ' Wall Roof Floor Summary of r11 RM• n n,n ^ ^^ Load; Description; W1 PDL Start x; 0.00 End x; 15.83 Tributary lengths (ft); V V 9.00 0.00 0.00 DL factor 0.600 wDL 0.054 Mt 6.766 MR 6.766 w2 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3 P4 - 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. - --- --- - 0.600 0.000 0.000 0.000 0.600 0.000 0.000 0.000 " 0.600 0.0000.000 0.600 0.000 0.600 0.000 0.600 0.000 0.000 0.000 0.000 Summary; I otal; 6.765 6.766 ' Overturning moment; 18.20 ft -kips FS Required DLRM - load acting from left to right; 6.77 ft -kips 0.37 < 1.00 Holdown required DLRM - load acting from right to left; 6.77 ft -kips 0.37 < 1.00 Holdown required ' Input overall length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Left end; Concrete stemwall r r-. Ed td'. -- - - -- - n a , z-zX • Holdown, HDU2 - �� 518 dia. Cir dim; 1.250 inches BUTTE CO Additional offset to holdown; 0.00 inches BUILDING DI Length used to calculate tie force at left end; 15.35 feet Holdown force; 0.745 kips AA P P ®1 Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.745 kips 3.075 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 3.610 Ok! 518" 5.00 12.63 ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; ! 2.2x �] Holdown; [HDu2 .� 518" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 15.35 feet Holdown force; 0.745 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.745 kips 3.075 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; SSTB16 Midwall 3.610 Okl 518" 5.00 12.63 ❑Anchor_not required for strap ❑AII thread to holdown below or custom r b1 NIT ISION E® Wall line analysis ' Shearwall Summary - ASD; 2013 California Building Code' 2012 NDS 1212712015 w Description; 15-107 - Lisa Banks I Main Level 1 Line - 5 -1. ' Level; Main Line;_ Description; 1 Miscellaneous; Seismic Design Category (SDC); Wall framing species; I DFL -�J Top plate species; [HF•• f Specific Gravity Adj Factor: 0.930 ' Framing at 16" o/c (Panels applied with long dimension across studs Load combinations; Seismic; 0.6D+0.7E _._._.-_--..-__....-.---------•-� Seismic governs; Wind; 0.6D+0.6W .I ' Shearwall; Calculate shearwall v; Total shearwall length 13.08 feet Factored; ' Vseismic 1.609 kips x 0.700 _ 1.126 kips Vwind 1.166 kips x 0.600 0.700 kips Shearwall v; Seismic 0.086 kips/ft < Wind 0.053 kips/ft < 0.242 0.339 kips/ft Okl kips/ft Okl Where perforated shearwalls are used, refer to individual shearwall designs for actual v; v cap Description; Mark Seismic Wind _ Side 1; 3/a" cdx plywood with ed nails at 6", 12'_o/c w 1 Side 2; j None _ 29 0,242 0.000 0.339 kips/ft 0.000 kips/ft - v an; 0.242 0.339 kips/ft If user -defined SW used; Seismic Wind ' User defined 1; User defined 2; 0.000 0.000 0.000 kips/ft 0.000 kips/ft Sill nailing; applicable? 0.154 = 1.788 feet o/c 16d sinker good for; 0.154 kips/each 0.086 16d nails at 16 inches o/c at SW Anchor bolts; OApplimble? Design v; 0.086 kips/ft • - _ -_ - _ -- -- - - MUdSill; l PTDF I 12x Anchor bolts; 1/2" dia. I (--112" anchor bolts Allowable shear per anchor bolt; 0.814 kips/ea ' 0.814 _ Anchor bolt spacing in multiples f• - 9.453 feet o/c p 9 P o , 16.000 inches 0.086 112" dia.x10 in anchor bolts at 72 inches o/c max. Blocking/top plate; applicable? Connectorlrsec - - 0.380 kips/each Length of attachment 21.50 feet Connector2 _ None 0.000 kips/each Design v 0.052 kips/ft Maximum spacing 48.00 inches o/c Connectors 48 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; applicable? ' Design v; 0.086 kips/ft A35 at 0 inches o/c max. Custom concrete anchor for holdowns; tCapacity; Ancho-r ; NIA 0.000 -Anchor 2; NIA 0.000 kips kips BUTTE COUNTY BUILDING DIVISION 4 APPRU"V. ' Page 1 1 1 1 1 1 Line geometry Line summary; Line geometry and collector forces; Load case •seismic J 1212712015 Description; 15.107 - Lisa Banks I Main Level 1 Line - 5 -1. Maximum collector force; 0.734 kips Drag truss present to assume collector forces? LNo Connector Nailed top plate splice; Wall 0 n . 1.126 0.019 0.000 0.000 0.000 0.000 0.000 0.000 Force 16d nail good for; 0.132 kips/each Connector? Splice; 8 16d nails, where used Bolted top plate splice; 0.00 15.67 y 0.000 Use; Not applicable I v, bolt; 0.00 kips/ea. s/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0 Seismic; 1.609 11.00 o 0.000 11.00 0.000 ❑ - _ :............... 0.000 0.000 Wind; 1.166 L0.000 M2 0.000 y -0.580 ❑ ....... Summary; V1 I v, V2 vz V3 v3 V4 v4 Connector Segment Desc.1 Wall 0 n . 1.126 0.019 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 15.67 o 0.00 15.67 y 0.000 4.50 o 0.00 4.50 y -0.292 0 - _ I 0.000 11.00 o 0.00 11.00 y -0.375 ❑ - _ :............... . . . . . . �- 0.000 4.25 0 0.00 4.25 y -0.580 ❑ ....... ...- _ _ - _ ,__......_ _'.� 0.000 4.00 6 0.00 4.00 -0.659 ❑ __: _..._. _.-..._.. _ ._._...:. 0.000 13.00 w 13.08 0.00 y -0.734 ❑ . ....... .._.' 0.000 8.00 0 0.00 8.00 y 0.149 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ _ 0.000 0.00 0.00 0.00 0.000 ❑ - - --I 0.000 0.00 0.00 0.00 0.000 ❑ _ � 0.000 0.00 0.00 0.00 0.000 ❑ :: 0.000 0.00 0.00 0.00 0.000 1 ❑ ==-- - - --- -...-. 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ -- 0.000 0.00 0.00 0.00 0.000 ❑ - _._- I 0.000 0.00 0.00 0.00 0.0oo ❑7.1 0.000 0.00 0.00 0.00 0.000 ❑ ___.... _._._._.-_..._... - 0.000 o.ao o.00 o.00 o.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - :..-. - __..._. _._.. _._ .._-. 0.000 0.00 0.00 0.00 0.000 ❑ _ :-._.._..__._......._.__. -.. 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ .- .:.. --... _-.. 0.000 0.00 0.00 0.00 o.000 ❑ -.) 0.000 0.00 0.00 0.00 0.000 ❑ . _ - 0.000 0.00 0.00 0.00 0.000 0 - - . . ................. 0.000 0.00 0.00 0.000.000 0 Page 2 BUTTE COUNTY BUILDING DIVISION APPROVED RZ ' Shearwall panel summary; Load case (seismic • Start x; End x; 12/27/2015 DL factor Description; 15-107 - Lisa Banks 1 Main Level I Line - 5 Mn W1 -- ' Angle of grid line; 0.00 degrees 0.600 0.289 24.739 24.739 Panel dimensions; Length of panel; 13.08 feet Panel height; 9.00 feet Check aspect ratio; Actual; Limit; 0.600 Perforated shearwall - where occuring; ❑Applies? Effective length; 1 0.00 h/w; Ifeet 0.69 :1 3.50:1 Ok ' Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.000 Seismic loading; 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok .0.600 V design; 0.086 kips/ft ❑� Adjust allowable shear for seismic cases per Table 4.3.4 SDPWS 2008 0.000 - ' Grid sw - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o/c SW override - side 1; 3/8" cdx plywood with 8d nails at 6", 12" o/c 0.600 Grid sw - side 2; None SW override - side 2; None P1 0.000 J v aep 0.242 kips/ft V allow = Vcap " 2*bs/h = 0.242 kips/ft > 0.086 kips/ft Oki Wind loading; V design .053 kips/ft V _..... _ _ .._... _ . . P allay= 0.339 kips/ft > 0.053 kips/ft Ok! Dead loads ks ; Wall I RoofFloor Summary of Dl RM- I t% n,A I � - I Load; Description; Ppt Start x; End x; -VV Tributary lengths (ft); DL factor wog Mt Mn W1 -- 0:00 13.08 '9.00 ' 28.00 0.00 0.600 0.289 24.739 24.739 w2 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 0.00 0.00 0.00 0.00 0.00 0.600 0.000 -j70 0-0 0.000 w4 --- 0.00 0.00 ' .0.600 0.000 0.000 0.000 W5 0.00 0.00 Concrete anchorage; 0.600 0.000 0.000 0.000 P1 0.000 0.00 - Midwall 0.600 Oki NIA 0.000 0.000 P2 0.000 0.00 --- 0.600 0.000 0.000 P3 0.000 0.00 --- 0.600 0.000 0.000 P4 0.000 0.00 -- inches 0.600 0.000 0.000 Summary; iotas; 24./39 Z4.739 ' Overturning moment; 10.14 ft -kips FS Required DLRM - load acting from left to right; 24.74 ft -kips 2.44 > 1.00 Ok - No tension ties required DLRM - load acting from right to left; 24.74 ft -kips 2.44 > 1.00 Ok - No tension ties required ' Input overall length of shearwall for calculating overturning, if different than length noted above; 0.00 feet Left end; Concrete stemwall End stud, 2-2X • Holdown; N/A _ ._ _._ __ �. _._._ . _.___ . _.. _ ... _ � ••- dia. Clr dim; 0.000 inches �I LTTE C®U u1 I TY Additional offset to holdown; Length to 0.00 inches BUILDING �'i VV BUILDING DIV( 310 used calculate tie force at left end; 12.71 feel NN�i �i Holdown force; Holdown force from -1.149 kips �� PRO®® '� m above (if applicable); 0.000 kips Allowable; a ' Total holdown force; -1.149 kips 0.000 Ok Min. edge Concrete anchorage; Location: Allowable; Diameter; distance Embed Anchor; None Midwall 0.000 Oki NIA 0.00 0.00 ' ❑Anchor not required for strap ❑AII thread to holdown below or custom Right end; Concrete stemwall End stud; 2-2X.Holdown; N/A _.,,.....,, ._ __. dia. Clydim; 0.000 inches t Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 12.71 feet Holdown force; -1.149 kips ' Holdown force from above (if applicable); Total holdown force; 0.000 kips Allowable;. •1.149 kips 0.000 Ok Min. edge Concrete anchorage; Location; Allowable; Diameter; distance Embed Anchor; None ❑Anchor Midwall 0.000 Oki NIA 0.00 0.00 not required for strap ❑AII thread to holdown below or custom 0, { " BUILDING ENERGY ANALYSIS REPORT RECEIVED � BUTTE FES 10 2016 COUNTY FEB 0 9 2016 TRB AND ASSOCIATES PROJECT: DEVELOPMENT Banks Residence SERVICES 2960 Butterfly Lane 8K R Oacts' Chico, CA 95973 Project Designer: Gary Hawkins Architect 3045 Ceres Ave, Suite 135 Chico, CA 95973 (530) 892-2700 Report Prepared by: Jessica Hawkins Gary Hawkins Architect 3045 Ceres Avenue Chico, CA 95973 (530) 892-2700 BUTTE COUNTY - BUTTE COUNTY BUILDING DIVISION BUILDING DIVISION APPROVED APPROVED PERMIT10, 01 BUTTECOUNTYDEVELOPMENT SERVICES Job Number: REVIEWED FOR REVIEWED CODE ®iViPL.I N E 15-107 FOR CODE COMPLIANCE pA BY Date: MAY q 9 1/7/2016 TRB AND ASSOCIATES The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. " This program developed by EnergySoft, LLC—.www.energysoft.com. EnergyPro 6.7 by EnergySoft User Number., 30024 ID: 15-107 -- 4---i �6 c6p�l — ' TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 13 Form MF -1 R Mandatory Measures Summary 14 HVAC System Heating and Cooling Loads Summary 18 Zone Load Summary 19 Room, Load Summary 20 BUTTE COUNTY BUILDING DIVISION APPROVE® EnergyPro 6.7 by EnergySoft Job Number: ID: 15-107 User Number: 30024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Date/Time: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml ` y CF1 R -PRF -01 Page 1 of 10 GENERAL INFORMATION . ENERGY USE SUMMARY 01 Project Name Banks Residence 04 - 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ftZ-yr) 03 Project Location 2960 Butterfly Lane Compliance Margin Percent Improvement 04 - City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 - Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 1734 15 Number of Zones 1 16 Slab Area (ftZ) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ftZ) N/A 21 Glazing Percentage (%) 13.5% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features4hat require field-testing and/ora enficati6n;by a certifiedf=HERS rater, under the supervision of a CEC-approved HERS provider.., 1�.._, 03 This building incorporates one or;more Special Features F�shown below W^ A _t gklw 9-A .rte f_% 41 x' V a ti._* f—r , tE t► ' ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 24.53 27.05 -2.52 -10.3% Space Cooling 54.07 51.20 2.87 5.3% IAQ Ventilation 1.27 1.27 0.00 0.0% Water Heating 14.82 14.22 0.60 4.0% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 94.69 93.74 0.95 1.0% BUTTE C®UN`� ; M JILDING DIVISION-'--. Registration Number: 216-140014710A-000000000-0000 Registration Date/Time: .2016-01-07 15:34:46 CA Building Energy Efficiency Standards - 2013 Resi�ntfiaY jr-GI nice Re Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Banks Residence Calculation Date/Time: 15:07, Thu, Jan 07, 2016 Page 2 of 10 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 02 Building -level Verifications: 04 • IAQ mechanical ventilation 06 Cooling System Verifications: Project Name • Minimum Airflow Number of Dwelling Units • Verified EER Number of Zones •Refrigerant Charge BUTTE COUNTY • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: BUILDING ®Fogg®N ' • Duct Sealing • Low -leakage Air Handling Unit �® Domestic Hot Water System Verifications: 0 • —None - - r ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption_fo +energy use components;included in!the performance compliance approach foF tfie,Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components-not,regulatedby�Title 24 -part 6 (such asdomesticappliances and consumertelecironics)-and accounting for the annual TDV energy offset by an on-site renewable energy system.,�� f" j Reference Energy Use Energy Design Rating Margin =Percent Improvement Total Energy (kTDVIf2-yr)' 147.24 146.29 0.95 10.6% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Banks Residence 1734 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Zone Conditioned HV/AC Unitl 1734 9.33 DHW Sys 1 Registration Number: 216-NO01471OA-000000000-0000 Registration Date/Time: 2016-01-07 15:34:46 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation DatelTime: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml CFI R -PRF -01 Page 3 -of 10 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Exterior Wall Conditioned Zone R-13 Wall Siding 55 - specify - 260.4 58.4 90 Left Exterior Wall Conditioned Zone R-13 Wall Siding 145 ✓ - specify - 506.9 38 90 Back Exterior Wall Conditioned Zone R-13 Wall Siding 235 - specify - 474.3 130.7 90 Right Exterior Wall Conditioned Zone R-13 Wall Siding 325 (/ - specify - 448 40 90 Front Interior Surface Conditioned Zone>>Garage_ R-13 Wall 213.9 Right Interior Surface Conditioned Zone>>Garage_ R-13 Wall 60.5 Roof Conditioned Zone R-30 Roof Attic 1734 Raised Floor Conditioned Zone R-19 Floor Crawlspace 1734 Front Exterior Wall 2 Garage_ R-0 Wall Siding 55 - specify - 336 126 90 Left Exterior Wall 2 Garage_ - R-0 Wall Siding 145 - specify - 145.3 17.8 90 Back Exterior Wall 2 Garage_ ri R-0 Wall Siding_ .� _ 23_5 _- specify - 127.1 90 Right Exterior Wall 2 _Garage_ < =;N ikfO Wall Siding i (325 f - specify-, f '7 202.1 17.8 90 Back Interior Surface Garage_>?Coriditioned`Zone,(` i I WR -13 -Wall 213.9 Left Interior Surface Garage_>>Conditioned ZoneR;13 Wall �+ � y ?� a-� � 60.5 Roof 2 _Garage"; 4 't t AR-30'Roof Attic " ; L./ 741 ATTIC . 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic _Garage_ Attic Garage Roof Cons Ventilated 4 0.1 0.85 Yes r% No Attic Conditioned Zone Attic RoofConditioned Zone Ventilated 4 0.1 0.85 Yes ✓ No BUTTE COUN71' BUILDING DIVISION Registration Number: 216-NO01471OA-000000000-0000 - Registration Date/Time: 2016-01-07 15:34:46 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Daterrime: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis - Input File Name: 15-107 Banks.xml CF1 R -PRF -01 Page 4 of 10 WINDOWS _i ! "'ts► r""1, t t t'^� R"" 01 02 ,Iy, 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) 1.11 -factor SHGC Exterior Shading 5010 Fix Window Front Exterior Wall (- specify --55) 5.0 1.0 1 5.0 0.30 0.33 Insect Screen (default) 5040 SL Window Front Exterior Wall (- specify -55) 5.0 4.0 1 20.0 0.34 0.29 Insect Screen (default) 4010 SL Window Left Exterior Wall (- specify --145) 4.0 1.0 1 1 4.0 0.34 0.29 Insect Screen (default) 5040 SL 2 Window Left Exterior Wall (- specify --145) 5.0 4.0 1 20.0 0.34 0.29 Insect Screen (default) 4036 SL Window Left Exterior Wall (- specify --145) 4.0 3.5 1 14.0 0.34 0.29 Insect Screen (default) 80610 SGD Window Back Exterior Wall (- specify -235) 8.0 6.8 1.001 54.7 0.32 0.32 Insect Screen (default) 3050 SH Window Back Exterior Wall (- specify -235) 3.0 5.0 1 15.0 0.34 0.31 Insect Screen (default) 3068 French Door Window Back Exterior Wall (- specify --235) 3.0 6.7 1 20.0 0.53 0.65 Insect Screen (default) 60610 SGD Window Back Exterior Wall (- specify -235) 6.0 6.9 0.996 41.0 0.32 0.32 Insect Screen (default) 1640 Case Window Right Exterior Wall (- specify -325) 1.5 4.0 1 6.0 0.28 0.18 Insect Screen (default) 1640 Case 2 Window Right Exterior Wall (- specify -325) 1.5 4.0 1 6.0 0.28 0.18 Insect Screen (default) 4040 SI Window Right ExteriorWall (- specify -325) � � � 4:O I 4.0 I- 1 16.0 0.34 0.29 Insect Screen (default) 3040 SH Window Right Exterior Wall`(^specify{ X325) ( J 3.0 '1Z.� 4.0 1?1) j %-12.0 0.34 0.31 Insect Screen (default) ! l 1 %\ 11 X1 11 l v _ it it it 21 11 a i 1 .1 1 It %t . DOORS _i ! "'ts► r""1, t t t'^� R"" 01 02 ,Iy, 03 04 Name Side of Building Area (ft2) 1.1 -factor 2668 Door Front Exterior Wall 16.7 0.50 2668 Door 2 Front Exterior Wall 16.7 0.50 9070 Garage Door Front Exterior Wall 2 63.0 0.70 9070 Garage Door 2 Front Exterior Wall 2 63.0 0.70 2868 Door Left Exterior Wall 2 17.8 0.50 2868 Door 2 Right Exterior Wall 2 17.8 0.50 SUTTE CUNT BUILDING DIVISION Registration Number: 216-NO01471OA-000000000-0000 CA: Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-01-07 15:34:46 Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Daterrime: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml CFI R -PRF -01 Page 5 of 10 OVERHANGS AND FINS 01 02 03 04 1 05 1 06 07 08 09 1 10 11 12 1 13 1 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 5010 Fix 14 0 0.5 5.33 1 0 0 0 0 0 0 0 0 5040 SL 4 0 8.75 8.75 1 0 0 0 0 0 0 0 0 4010 SL 4 0 19.75 0.5 1 0 0 0 0 0 0 0 0 5040 SL 2 4 0 7 7 1 0 0 0 0 0 0 0 0 4036 SL 4 0 4.25 25 1 0 0 0 0 0 0 0 0 80610 SGD 12 0.75 8 8.75 1 0 0 0 0 0 0 0 0 3050 SH 12 0 21.5 0.25 1 0 0 0 0 0 0 0 0 3068 French Door 12 1 0.25 22.25 1 0 0 0 0 0 0 0 0 60610 SGD 12 0.75 9 10.33 1 0 0 0 0 0 0 0 0 1640 Case 4 0 8 20.25 1 0 0 0 0 0 0 0 0 1640 Case 2 4 0 _ 17.25 r; 11 rt 1^-.� --- --- 0 ,.— 01-1 0 0 0 0 0 0 4040 SI 4 0 +" 20.5-,;` + 5.25 1 _ / [ 0� 0, 0 r�' 0 0 0 0 0 3040 SH 105 .E \0 ? ` 1; 5� � a i '20 , ' 1 r '� t 7 0 i�-�, � 0', € s 0��, �y 0 0 0 0 0 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-NO01471OA-000000000-0000 Registration Date/Time: 2016-01-07 15:34:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Date/Time: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml CF1 R -PRF -01 Page 6 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall Siding Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking • Inside Finish: Gypsum Board • Cavity / Frame: R-13 / 2x4 R-13 Wall Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.032 Over Floor Joists: R-20.9 insul. • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofConditioned Zone Attic Roofs Wood Framed Ceiling .- nonel 0.644 Roofing: Light Roof (Asphalt Shingle) - ZA kz:�\ i�-' ` 1 E:LI � .�) MC) Inside Finish: Gypsum Board Cavity/Frame: R -13/2x4 Exterior Finish: Wood R-13 Wall Siding Exterior Walls Wood Framed yVall 12x4 @ 16'in. O.'C. f 5 13-1 10:095 Siding/sheathing/decking • Floor Surface: Carpeted Floors Over Floor Deck. Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 Cavity/Frame: R -19/2x6 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% Registration Number: 216-NO01471OA-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance jBUTTE � C® COUNTY Registrati�Ddt �e?(�G D ``IMIG11`64:46 Report Vers GE M008A NED HERS Provider: CaICERTS inc. Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Description: Title 24 Analysis Calculation Daterrime: 15:07, Thu, Jan 07, 2016 Input File Name: 15-107 Banks.xml CFI R -PRF -01 Page 7 of 10 WATER HEATERS 01 02 03 04 05 06 07 08 - Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage 50 0.62 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — -- — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name - SystemlType ,Heating Unit Named r� tCooling Unit Name Fan Name Distribution Name HV/AC Unit1 Other Heatingsand Cooling `�Syste keatinlg'Co_':n� po ent 1 14 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 'ti - [ w HVAC - HEATING UNIT TYPES ' r rN V It 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 92 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12 14 Not Zonal Single Speed Cooling Component 1 -hers -cool Registration Number: 216-NO01471OA-000000000-0000 Registration Date/Time: 2016-01-07 15:34:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Daterrime: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml CF1 R -PRF -01 Page 8 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsCrawl Specified Lower Leakage Target 6 Crawl space None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Buried Design Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 17Not Required, , * Not. Required Not Required Not Required Required 1 f __%N. 1 1 d 1 1 k -i i L_ -Al 1 f tom.,- 1 6 I X_%% /f— HVAC -FAN SYSTEMS '`.�,�1 QI I I' . t !L tiE 1i 11 ji q 01 f, r- L02= C r> e--.% A t l iO3 n 04 Name ~ Type Fan`Power(Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Waft Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 47.34 0.25 Default 0 Required BUTTE COUNTY, - BUIL®ING DIVISION Registration Number: 216-NO014 A�W0 0 , 00 VE Registration Date/Time: 2016-01-07 15:34:46 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Banks Residence Calculation Date/Time: 15:07, Thu, Jan 07, 2016 Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml PROJECT NOTES APN: 042-030-059 BUTTE COUNTY BUILDING DIVISION APPROVED CF1 R -PRF -01 Page 9 of 10 . Registration Number: 216-NO01471OA-000000000-0000 Registration Date/Time: 2016-01-0715:34:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-01-07 15:08:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD x Project Name: Banks Residence Calculation Date/Time: 15:07, Thu, Jan 07,2016, 'Calculation Description: Title 24 Analysis Input File Name: 15-107 Banks.xml - CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Y Documentation Author Signature:. - v Jessica Hawkins - Company: Signature Date: Gary Hawkins Architect 2016-01-07 15:33:46 Address: CEA/HERS Certification Identification (If applicable): 3045 Ceres Avenue, Suite 135 - City/State/Zip: Phone: Chico, CA 95973 530-892-2700 RESPONSIBLE PERSON'S DECLARATION STATEMENT - I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and 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 on other applicable compliance documents, r worksheets, calculations, plans and specifications submitted to.the enforcement ag_ ency.-for approval.with this.building permit application. Responsible Designer Name: L�` Re sponsible Designer Signature - l� Gary Hawkins ff it Company: % Date Signed: V1 0 Gary Hawkins Architect 2016-01-07 15:34:46 Address: License: 3045 Ceres Avenue, Suite 135 C-18693 City/State/Zip: - Phone: Chico, CA 95973 530-892-2700 BUTTE COUNTY BUILDING. DIVISION , -PROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-NO01471OA-000000000-0000 Registration Date/Time: 2016-01-07 15:34:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 • Report Generated at: 2016-01-07 15:08:00 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Banks Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 117/2016 Project Address 2960 Butterfly Lane Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,734 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area Special Features Status Wall Wood Framed R 13 1,423 New Door Opaque Door - no insulation 33 New Demising Wood Framed R 13 274 New Floor Wood Framed w/Crawl Space R 19 1,734 BUTTEeEmlrNew New Roof Wood Framed Attic R 30 1,734 "JILDING DIVISION FENESTRATION Orientation Area Total Area: 234TGlazino Percentage: 13-5%1 U -Fac SHGC Overhang Sidefins New/Altered Average U -Factor: 0.34 Exterior Shades Status Left (NE) 5.0 0.300 0.33 14.0 none Bug Screen New Left (NE) 20.0 0.340 0.29 4.0 none Bug Screen New Rear (SE) 4.0 0.340 0.29 4.0 none Bug Screen New Rear (SE) 20.0 0.340 0.29 4.0 none Bug Screen New Rear (SE) 14.0 0.340 0.29 4.0 none Bug Screen New Right (SW) 54.7 0.320 0.32 12.0 none Bug Screen New Right (SW) 15.0 0.340 0.31 12.0 none Bug Screen New Right (SW) 20.0 0.530 0.65 12.0 none Bug Screen New Right (SW) 41.0 0.320 0.32 12.0 none Bug Screen New Front (NW) 6.0 0.280 0.18 4.0 none Bug Screen New Front (NW) 6.0 0.280 0.18 4.0 none Bug Screen New Front (NW) 16.0 0.340 0.29 4.0 none Bug Screen New Front (NW) 12.0 0.340 0.31 10.5 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 92016 AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status HV/AC Unit Ducted Ducted Crawlspace 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 50 0.62 Standard New EnerqyPro6.7 by Ener Soft User Number., 30024 Runcode: 2016-01-07T15:14:37 ID: 15-107 Pae 13 of 20 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BUILDING DIVISION NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory meqjJre�'_syli'te grc�{sdothgr„� compliance approach used. Exceptions may apply. Review the respective code section for more information. /n l ) .� Building Envelope Measures: §110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the re uirements of §10-111(a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. §110.8(1): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §110.8(i) when the installation of a cool roof is specified on the CF1R. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). §150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. §150.0(8)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(8)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of §110.8 §150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)lA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)113: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible operable, and tight -fitting damper or a combustion -air control device. §150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. §150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §110.2(c). §150.00)lA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.0(j)213: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.bo)2C: ' Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.06)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-section*ar0a of the ducts. §150.0(m)2: Factory -Fabricated Duct Systems shall comply with s eilifie4dir '%en is for duct construction, connections, and closures; joints and seams of duct systems and their compone �s all not=be 51Cwithdoth back rubber adhesive duct tapes unless such tape is used in combination with mastic and dra b' rt0s. §150.0(m)3-6:� r^ Field -Fabricated Duct Systems shall corn I. with ui me f :pr sure -sensitive tapes, mastics, sealants, and other requirements specified for duct constru o duct insuM on u atrn ;duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air betvken then ned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditibned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)ll: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy _5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of 5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary §110.4(b)l: ' Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. §110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - ammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. §150.0(k)lA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of §150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)1C: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)lE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). §150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. §150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements of §110.9. §150.0(k)2G: An Energy Management Control System (FMCS) may be used to corplya(NVh dimmer requirements if: it functions as a dimmer according to §110.9; meets Installation Certificate requiremgpt roft§f f0�i4; t�IvICS requirements of §130.5; and all other requirements in §150.0(k)2. VV §150.0(k)2H: An Energy Management Control System (EMC, ma e�s�ed t, m l acancy sensor requirements of §150.0(k) if: it functions as a vacancy to 0. ��Instal sensor according ti• trf te7requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §15 . §150.0(k)2I: A multiscene programmable controller may be u�d tt , m y it dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9, J"d complies with all other applicable requirements in §150.0(k)2. §150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. §150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy,or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testingtrating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in §110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and §150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with §150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §150.0(k)ll: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9, §130.0, §130.1, §130.4, §140.6, and §141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10 through §110.10(e). §110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10 through §110.10(d). The solar zone shall have a minimum total area as described below. Th sNogavone shall comply with access, pathway, smoke IOrMther ventilation, and spacing requirements as specif n- ntT a t Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shah mp�r1 d o�haP)�ave o dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areae�ss� li X0;000 feet less §110.10(b)l: ��dtlb� square or no than 160 square feet each for buildings with roof areas greater than 10,000Vquare feet, �c For single family residences the solar zone shale�, t'ed' r r.°overh^Ing of the building and have a total area no less 250 feet. For than square low-rise multi -family k u dings the so shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. §110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone measured in the vertical plane. §110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110.10(d): `°' copy of the construction documents or a comparable document indicating the information from §110.10(b) through §110.10(c) shall be provided to the occupant. §110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Banks Residence Date 1/7/2016 System Name HV/AC Unit Floor Area 1,734 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. CFM Sensible Latent CFM Total Room Loads 880 17,561 795 397 Return Vented Lighting 0 Return Air Ducts 800 Return Fan 0 Ventilation 0 001 0 Supply Fan 1,535 Supply Air Ducts 800 TOTAL SYSTEM LOAD 1 20,696 795 PEAK Heating System Sensible Output per System 50,000 20,105 Total Output Btuh 50,000 Output Btuh/s ft 28.8 1,158 Cooling System 0 Output per System 46,300 0 Total Output Btuh 46,300 -1,535 Total Output ons 3.9 1,158 Total Output Btuh/s ft 26.7 Total Output s ft/Ton 449.4 20,886 Air System CFM per System 1,570 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,570 Generic 4T 38,940 2,007 50,000 Airflow cfm/s ft 0.91 Airflow cfm/Ton) 406.9 Outside Air % 0.0% Total Adjusted System Output 38,940 2,007 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 3 PM 50,000 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF 0 Outside Air -4 V- 0 cfm 67°F 67 OF 115 OF 116 OF 10f Cel M UTF F Heating Coil BSuppl, F COUNTY 115 OF 1-� 570frn BUILDING DIVISION ROOM APPROVEDLA? 68 COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102/71°F Outside AirAr 0 cfm 75/62°F 75/62°F 55/54°F 56/54°F _�I- Cooling Coil Supply Fan 56 / 54 OF 1,570 cfm 46.2% ROOM _ 75/61 OF UTI 1-1 EnergyPro 6.7 by EnergySoft User Number: 30024 RunCode: 2016-01-07T15:14:37 ID: 15-107 Page 18 of 20 ZONE •AD SUMMARY Project Name - •- Banks Residence Date 11712016 System Name HVIAC Unit .. Floo ZONE LOAD •COOLING Zone 707 M, (BLOCKConditioned • r ROOM LOAD SUMMARY 795 397 Project Name Banks Residence 880 17,561 Date 1/7/2016 System Name HV/AC Unit Floor Area 1,734 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Conditioned Zone House 1 880 17,561 795 880 17,561 795 3971 20,105 PAGE TOTAL TOTAL• Total 880 17,561 795 397 20,105 880 17,561 795 3971 20,105 EnergyPro 6.7 by EnergySoft User Number: 30024 RunCode: 2016-01-07T15:14:37 ID: 15-107 Paqe 20 of 20 eslgnTruss Take -off Design & Sales si�stance Monte Call - .793 Camellia Dr - Paradise, CA 95969 RECEIVED (530) -811-4732 Office (530) 877-4732 FAX MAY 0 4 2016 TRB AND ASSOCIATES TRUSS ENGINEERING Banks Residence 4/14/201.6 MAY U 9'2T1^0 TRB AND ASSOCIATES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES BUTTE REVIEWED FOR COT.JNTY CCOMPLIANCE MAY 0 3 2016 DATE BY DEVELOPMENT SERVICES BUTTE COUNTY 816,OA4115 BUILDING DIVISION APPROVED MiTek Industries (800) 7725351 REVIEWED FOR CODE COMPLIANCE MAY U 9'2T1^0 TRB AND ASSOCIATES Lm m R; ;ISSUE DAYEr _ .i Af30VE PLAN PROVIDED FOft TRUSS -! - U) c— 'PLACEMENT ONLY.- REFER TO TRUSS irry Banks/ I ni CALCULATIONS AND ENGINEERING ,�T­TITLE : STRUCTURAL DRAWING FOR ALL ??] FURTHER INFORMATION. BUILDING DESR/ENGINEER RECORD I 16i��k BY: REVISION -2: RESPONSIBLE FOR ALLOF NON TRUSS CHEeLEe.B.Y'__ TO TRUSS CONNECTIONS. BUILDING i I DESIGNER/ENGINEER OF RECORD TO 'I RY LOCATION: SCALE: JO REVIEW AND APPROVE OF ALL I DESIGNS PRIOR TO CONSTRUCTION.LLL (???) --------Aq57'2BANKS All designs are property of MEEK'S LUMBER AND HARDWARE.. All designs are null and void if not fabri JTTE COUNW LDING DIVISION PPROVED sign M&K41f, COIL '530) 877 473,2 OffL&e, by MEEK'S LUMBER AND HARDWARE. U) c— U) c— w c— I ni 'If FL I /Aj, J2 N w N J3 J4 J6 P —J—L J8 A AID J11 J12 J10 IF A R A J5 J4 J14 R U) JTTE COUNW LDING DIVISION PPROVED sign M&K41f, COIL '530) 877 473,2 OffL&e, by MEEK'S LUMBER AND HARDWARE. Job Truss Truss Type Dly Ply ' Banks Residence c7 TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) K1890562 50572BANKS Al California Girder 1 1 Vert(TL) -0.09 14 nlr 120 BCLL 0.0 ' Rep Stress Incr NO Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA r.04V b Jcp Vc-F' ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-1BXl80cu9wgtld GcP61YmuVtpfFMZ?6GJ5kP3zRRla 7-10-10 •4-0.0 I 3.11.10 �7-3-15 11-10-15 16-9-0 21-7-0 26-5-0 31-3-0 36-1-1 40. 1.6 40 8 1 44-0.6 46.0.0 I 52-0.0 4-o.0 3-11-10 3-4-4 4- 2 4-0-5 4-10-04.10-0 4-10.04-0.5 0. 2 3.4.4 3-11.10 4.0.0 Scale: 1/8"=1' 4.00 12 6x8 = 2.5x5 4 M 2 3 1111 01 4x6 = 42 22 43 3x6 = 4x6 = 2.5x5 II 4x8 = 8x8 = 24 5 25 26 6 27 28 _ 29 _7 30 3132 _ 8 33 21 20 19 18 3x6 _ 5x8 = 2.5x5 11 3.10 = 4x6 4x6 = 6x8 = 9 37 38 10 39 401 2.5x5 �„ m � l 12 17 16 44 15 45 5x8 = 3x6 = 3x6 = 26-5-0 } 31-3-0 36-10-4 41-11-15 48.0.0 N-1 5-1-11 5 7 4 4 10-0 41-10-0 4-10-0 5-7.4 5-1-11 6-0.1 Plate Offsets (X Y)-- [40Q-4-0.0-1-41, 18'0-4-0 0-4-ej f 1110-4-0 0-1-41[17 0-4-0 0-3-01 [20'0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.02 14 n/r 120 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.09 14 nlr 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 H&z(TL) 0.01 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x6 DF No.2 G'Except* T2,T3: 2x6 DF SS G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No. 1&Btr G 4x6 = PLATES GRIP MT20 220/195 Weight: 270 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 48-0-0. (lb) - Max Horz 2=-50(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-339(LC 25), 22=-259(LC 19), 21=-209(LC 28), 20=-182(LC 25), 19=-108(LC 17), 18=-191(LC 26), 17=-146(LC 19), 16=-210(LC 27), 15=-265(LC 18), 13=-340(LC 26) Max Grav All reactions 250 Ib or less at joint(s) except 2=582(LC 37), 22=822(LC 3), 21=825(LC 37), 20=833(LC 38), 19=650(LC 38), 18=787(LC 37), 17=761 (LC 37), 16=833(LC 38), 15=823(LC 3), 13=583(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-346/311, 4-23=-233/263, 5-26=-257/290, 7-31=-234/253, 9-36=-247/266, 10-38=-262/334, 40-41=-221/258, 11-41=-232/271, 12-13=-346/314 BOT CHORD 2-42=-252/320, 19-20=-239/258, 13-45=-252/320 WEBS 4-22=-358/257, 4-21=-340/330, 5-21=-611/289, 5-20=-273/286, 6-20=-636/198, 7-20=-253/274, 7-19=-557/183, 7-18=-268/291, 8-18=-625/199, 9-18=-238/251, 9-17=-608/273,10-17=-2721277. 10-16=-626/299,11-16=-339/323.11-15=-363/264 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCD sed BCDal left sf; right e 8osed; porch l e and ri ; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at joint 2, 259 Ib uplift at joint 22 G 209 Ib uplift at joint 21, 182 Ib uplift at joint 20, 108 Ib uplift at joint 19, 191 Ib uplift at joint 18, 146 Ib uplift at joint 17, 210 Ib uplift at aevf joint 16, 265 Ib uplift at joint 15 and 340 Ib uplift at joint 13. 9) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag CO on 2 chord from 0-0-0 to 48-0-0 for 45.8 plf. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. ek® connectors. This design is based only upon parameters shown, and is for on individual building component, not Design valid for use only with NBT o truss system. Before use, the building designer must verity the applicability of design parameters and cing 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 bra is always required for slobiGty 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 SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Q�OF ESS/ONq ? PU l uJ C 66864 +�, EXP. 09/3012016 /* rat MiTek' 250 Klug Circle Corona, CA 92880 April 12,2016 Job ' Truss Truss Type aly PlyBanks Residence A, • K.1890562 50572BANKS Al California Girder 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:37 2016 Page 2 ID:MUfhLNamgLp33Jg4dnm3iy6k8H-1BXt80cugwgtld GcP6lYmuVtpfFMZ?6GJ5kP3zRRIa NOTES - 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ib down and 145 Ib up at 7-11-12, 142 Ib down and 121 Ib up at 40-0-12, 140 Ib down and 127 Ib up at 12-0-12, 140 Ib down and 127 Ib up at 14-0-12, 140 Ib down and 127 Ib up at 16-0-12, 140 Ib down and 127 Ib up at 18-0-12, 140 Ib down and 128 Ib up at 20-0-12, 135 Ib down and 125 Ib up at 22-0-12; 135 Ib down and 125 Ib up at 24-0-0, 135 Ib down and 125 Ib up at 25-114, 140 Ib down and 128 Ib up at 27-11-4, 140 Ib down and 127 Ib up at 29-11-4, 140 Ib down and 127 Ib up -at 31-11-4, 140 Ib down and 127 Ib up at 33-11-4, 140 Ib down and 127 Ib up at 35-11-4, and 142 Ib down and 121 Ib up at 37-11-4, and 154 Ib down and 145 Ib up at 40-0-4 on top chord, and 256 Ib down and 115 Ib up at 4-0-12, 75 Ib down at 6-0-12, 79 Ib down and 47 Ib up at 8-0-12, 79 Ib down and 47 Ib up at 39-11-4, and 75 Ib down at 41-11-4, and 256 Ib down and 115 Ib up at 43-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-11=-62, 11-14=-62, 2-13=-20 Concentrated Loads (lb) Vert: 22=-36(B) 5=-140 10=-140 15=-36(B) 23=-124 25=-142 26=-140 27=-140 28=-140 29=-140 31=-128 32=-128 33=-128 35=-140 36=-140 37=-140 38=7140 39=-142 41=-124 42= -171(8).43= -42(B)44= -42(8)45=-171(B) 91-116:6 i. r. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with Mlek(Dconnectors. 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 opplicabiGly of design parameters and properly incorporate this design into the overall MiTek• 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 properly damage. For general, guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence y• 1.15 TC 0.23 TCDL 11.0 K1890563 50572BANKS A2 CALIFORNIA 1 Rep Stress Incr Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12'13:15:48 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-Olil SnIoZICK7JKNIDptU5rRrFQQRVBjoXFplwzRRIP g_2_a. s -]o 14-0-o f 93-8.0 + 33-0-0 - 1 38- • - - - 4-0-0 9.2.6 0-8.2 4.1.6 9-8-0 9-8-0 4-9-6 0-8- 9.2-8 4.00 FJ -2 802 = 5x8 = 8x8 = 5x8 = 802 Scale = 1:98.5 19 „ - lu 4x6 = 4x6 = 2.5x5 �i 3x10 = 3x6 II 3x6 = 4x12 = 4x6 II 2.5x5 �� 4x8 = 8x18 M18SHS = 8x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 TCDL 11.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G *Except' T2,T3: 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1450/0-3-8,12=2536/0-3-8.8=445/0-3-8 Max Harz 2=-59(LC 23) Max Uplift2=-251(LC 8), 12=-213(LC 8), 8=-325(LC 25) Max Grav2=1451(LC 17), 12=2536(LC 1), 8=519(LC 14) DEFL. in (loc) I/defl Lid Vert(LL) -0.1515-16 >999 240 Vert(TL) -0.4915-16 >824 180 Horz(TL) 0.08 12 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. . TOP CHORD 2-3=-2528/146, 3-26=-4481/474, 26-27=-4483/475, 4-27=-4503/472, 4-28=-3368/341, 28 -29= -3368/341,29 -30=-3368/341,30-31=-3368/341,31-32=-3368/341,5-32=-3368/341, 5-33=-1010/145, 33-34=-1010/145, 34-35=-1010/145, 35-36=-1010/145, 36 -37= -1010/145,37 -38=-1010/145,6-38=-1010/145,6-39=-176/3065,39-40=-176/3068, 40-41=-175/3086, 7-41=-174/3087, 7-8=-349/714 BOT CHORD 2-19=46/2307,18-19=1 10/2238,4-16=-440/195,15-16=-370/4674,14-15=-296/2685, 13-14=-3056/297,12-13=-2486/242. 6-13=-1578/249, 10-11=-841/176, 8-10=-649/296 WEBS 3-18=-426/88, 16-18=-99/2135, 3-16=-255/2454, 4-15=-1362/154, 5-15=0/870, 5-14=-1970/318,6-14=-311/4231, 11-13=-767/166,7-13=-2609/174.7=11=0/303, 7-10=0/358 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 558 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131"0") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED n11TEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® 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 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 properly 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 SCSI Sullding Component ,Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. �oQROF E SS/o/V W C 66864 In a A E V. 0913OA116 /,t HIE MiTek' 250 Mug Circle Corona, CA 92880 April 12,2016 Job ' Truss Truss Type Ply Banks Residence 0 JQty K1890563 50572BANKS A2 CALIFORNIA 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 S Sep 29 2015 Mil ek Industries, Inc. I ue Apr 12 13:15:46 ZU16 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-DIi1 SnioZICK7JKNIDptU5rRrFQQRVBjoXFplwzRRIP' NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 Ib uplift at joint 2, 213 Ib uplift at joint 12 and 325 Ib uplift at joint 8.. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/.or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 9-11-12, 78 Ib down and 82 Ib up at 12-0-12, 83 Ib down and 87 Ib up at 14-0-12, 83 Ib down and 87 Ib up at 16-0-12, 83 Ib down and 87 Ib up at 18-0-12, 83 Ib down and 87 Ib up at 20-0-12, 83 Ib down and 87 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, 83 Ib down and 87 Ib up at 25-11-4, 83 Ib down and 87 Ib up at 27-11-4, 83 Ib down and 87 Ib up at 29-11-4, 83 Ib down and 87 Ib up at 31-11-4, 83 Ib down and 87 Ib up at 33-11-4, and 78 Ib down and 82 Ib up at 35-11-4, and 118 Ib down and 130 Ib up at 38-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-7=-62, 7-9=-62, 17-20=-20, 13-16=-20, 12-23=-20 BUTTE COUNTY BUILDING DIVISION APPROVED ® 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 MiTek® 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 ��YBk 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 ANSI/TPII Quality Crlterlo. DSB-69 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. _ _ Corona, CA 92880 Job Truss Truss'Type Qty Ply Banks Residence t� Structural wood sheathing directly applied or 4-7-5 oc purlins, except BOT CHORD 20 OF No. 1&Btr G 2-0-0 oc purlins (4-1-10 max.): 4-8. WEBS 2x4 DF No.1&Btr G BOT CHORD K1890564 56572BANKS A3 CALIFORNIA 1 1 Installation guide REACTIONS. (Ib/size) 2=1431/0-3-8,14=2602/0-3-8, 10=399/0-3-8 Max Horz 2=63(LC 24) Max Uplift 2=-246(LC 8), 14=-210(LC 8), 10=-340(LC 25) Job Reference (optional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:49 2016 Page 1 ID:MUfhLNamgLp33Jg4dnm3iy6k8H-hVGPg7mQKcKBkTvaJwK611OVzfkwAr t1B?NgMzRRIO 14-0-0 33-4-0 59 4 -o-s 4.0-0 8-11-10 5-2.14 0-9- 2-1.6 9.9-0 9.8A 2..8 o -B- .2.14 541.10 Scale = 1:98.5 8x8 = 6x8 // 4.00 12 5x8 = 8x8 = 5x8 = - -- - 3x6 = 4x8 = - - 4x6 _— 2.5x5 II 4x12 = 3x6 11 4x6 II 3x10 = 2.5x5 II 4x6 — 8x12 = 8x8 = 36-9-8 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 CSI. TC 0;66 BC 0.51 WB 0.75 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.19 17-18 >999 240 Vert(TL) -0.65 17-18 >620 180 Horz(TL) 0.12 14 n/a n/a PLATES GRIP MT20 220/195 Weight: 280 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except BOT CHORD 20 OF No. 1&Btr G 2-0-0 oc purlins (4-1-10 max.): 4-8. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-0-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=1431/0-3-8,14=2602/0-3-8, 10=399/0-3-8 Max Horz 2=63(LC 24) Max Uplift 2=-246(LC 8), 14=-210(LC 8), 10=-340(LC 25) Max Grav 2=1439(LC 17), 14=2602(LC 1), 10=497(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2619/179, 3-4=-2272/247, 4-28=-3366/365, 5-28=-3366/365, 5-29=-2463/270, 29-30=-2463/270, 30-31=-2463/270, 31-32=-2463/270, 32-33=-2463/270, 6-33=-2463/270, 6-34=-649/124, 34-35=-649/124, 35-36=-649/124, 36-37=-649/124, 37-38=-649/124, 5���� COUNTY 8-9=-78/1220, 9-10=-399/777 BOT CHORD 35033 BUILDING ®IV ISIO` 5-652568/266,141582584/225,-1551803/254,213=13/360,10-127/360 ��17 8 WEBS 3-20=-376/87, 4-20=-744/99, 18-20=-75/2282, 4-18=-173/1652, 5-17=-1080/113, 6 -17=0/738,6 -16=-1677/262,7-16=-243/3377,13-15=-1171/188,8-15=-1879/127, APPROVED 8-13=-14/740,9-13=-742/4 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; 0FESS/ Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate �OpR Oyy�� grip DOL=1.60 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 toads. 03 Q Z 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 w C 66864 m fit between the bottom chord and any other members. CK X 6) A plate rating reduction Of 20% has been applied for the green lumber members. EX . 03012 16 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 Ib uplift at joint 2, 210 Ib uplift at joint 14 and 340 Ib uplift at joint 10. ,f �Q is and design of this truss. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analys 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. TF OF CA&\F� April 12,2016 Continued on page 2 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. � Design valid for use only wilh MleA® 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 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 permoneni bra ing Mi TT ek' is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyBanks Residence '0K1890564 50572BANKS A3 CALIFORNIA 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA r,owasaepcatoIarvnlertnwwmea,uru. iuersp, is r�.ia.Yacuro raycc ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-hVGPg7mQKcKBkTvaJwK611OVzfkwAr 11B?NgMzRR10 NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 11-11-12, 78 Ib down and 82 Ib up at 14-0-12 , 83 Ib down and 87 Ib up at 16-0-12, 83 Ib down and 87 Ib up at 18-0-12, 83 Ib down and 87 Ib up at 20-0-12, 83 Ib down and 87 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, 83 Ib down and 87 Ib up at 25-11-4, 83 Ib down and 87 Ib up at 27-11-4, 83 Ib down and 87 Ib up at 29-11-4, 83 Ib down and 87 Ib up at 31-11-4, and 78 Ib down and 82 Ib up at 33-11-4, and 118 Ib down and 130 Ib up at 36-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-8=-62, 8-11=-62, 19-22=-20, 15-18=-20, 14-25=-20 COUNTY O BUILDING APPROVED ® 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 MITekO 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 opplicabilily of design parameters and properly incorporate this design into the overoll MiTek 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 250 KlugCirce I abrication, storage, delivery, erection and bracing of trusses and truss systems. see AN51/TPII Quality Criteria, DSB 89 and SCSI Building Component Corona. CA 92880 Safety Information available from Truss Plate Institute.'218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job I Truss Truss Type Oty Ply Banks Residence . Plate Grip DOL 1.15 TC 0.57 TCDL 11.0 K1890565 i5728ANKS 50 A4 CALIFORNIA 1 ' 1 YES WB 0.52 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:50 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-9hgotTm25vT1 MdUmtdrLaWxi324wvLoOFrkwMozRRIN 14-M 34.9.8 -1 -4- 1 •o -1 i- 4 4-ao 6-11-10 a-4-10 0.6 9-e-0 9 -e -o a9- 6-2.14 6.11,10 0-1.6 0-8-2 Scale = 1:98.5 C, 0 8x12 = 4.00 12 6x8 8x8 = 6x8 = 5x8 = 3x6 II 3x6 = 6x8 = 4x6 4x6 II 2.5x5 II 4x6 = = 6x12 = 8x8 = 3x10 = 34-9-8 8-11-10 110.0 14AA 0.5.5 28.70.n 33-4.0 33-5,12 41-0-6 48.0.0 611-10 4-0.6 3-0-0 6.5.5 8.5-5 6.5.5 0.1.2 62-14 - 6.11-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 TCDL 11.0 Lumber DOL 1.25 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF NO. 1&Btr G REACTIONS. (Ib/size) 2=1461/0-3-8.13=2500/0-3-8,9=471/0-3-8 Max Horz 2=74(LC 7) Max Uplift2=-246(LC 8), 13=-189(LC 8), 9=-311(LC 25) Max Grav 2=1504(LC 17), 13=2500(LC 1), 9=536(LC 14) DEFL. in (loc) I/defl L/d Vert(LL) . -0.15 16-17 >999 240 Vert(TL) -0.51 16-17 >791 180 Horz(TL) 0.09 13 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2823/197, 3-4=-2746/276, 4-26=-2194/252, 26-27=-2197/251, 27-28=-2198/251, 28 -29= -2201/250,29 -30=-2202/250,5-30=-2205/250,5-31=-810/153,31-32=-810/153, 32-33=-810/153, 33-34=-810/153, 34-35=-810/153, 35-36=-810/153, 6-36=-810/153, 6-37=-20/1744, 7-37=-20/1744, 7-8=-23/1162, 8-9=-389/666 BOT CHORD 2-19=-71/2608, 4-17=0/542,16-17=-97/2614,15-16=-164/1840,14-15=-1753/20.4, 13-14=-2531/173, 6-14=-1980/279, 11-12=-605/349, 9-11=-605/349 WEBS 3-19=-253/109, 3-17=-372/270, 4-16=-473/37, 5-16=0/564, 5-15=-1477/224, 6-15=-193/2794, 12-14=-1465/241, 7-14=-1756/115, 7-12=-113/1428, 8-12=-878126, 8-11=0/269, 17-19=-66/2433 PLATES GRIP MT20 220/195 Weight: 283 Ib FT = 20% Structural wood sheathing directly applied or 4-4-12 oc purlins, except 2-0-0 oc purlins (4-8-1 max.): 4-7. Rigid ceiling directly applied or 4-1-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide BUTTE COUNTY BUILDING DIVISION APPROVED E® NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=118ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate pROF-ESS/p�, grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. any other live loads. ��� PAUL 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with in areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord all �� C 66864 fit between the bottom chord and any other members. M w ;10 6) A plate rating reduction of 20% has been applied for the green lumber members. 246 Ib uplift at joint 2, 189 Ib uplift at joint 13 EX . 0913012 1.6 7) Provide mechanical Connection (by others) Of truss to bearing plate capable of withstanding and 311 Ib uplift at joint 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. or the orientation of the purlin along the top and/or bottom chord. % 9) Graphical puffin representation does not depict the size OF Cp��F� April 12,2016 Continued on page 2 if 11111 ®ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. WARNING. Verily design parameters andREAD NOTES is for on individual building component, not Design valid for use only with Ml700 connectors. This design is based only upon parameters shown, and a truss system. Before use. the building designer must verify the applicability of design parameters and pr opeAy incorporate this design into the overall truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of individual is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the and bracing of trusses and truss systems. see ANSI/TPII Quallry Criteria. DSB-B9 and SCSI Building Component 250 Wu Circle Corona. CA 92880 fabrication, storage, delivery. erection Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondria. VA 22314. _ Job I Truss Truss Type Qty Ply Residence K1890565 &72BANKS A4 CALIFORNIA 1 1 !Banks Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA /.bau s Sep zu zu-io Ml I eK Industries, Inc. I ue Apr 'I z i a:io:ou zu is rage z ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-9hgotTm25vT1 MdUmtdrLawxi324wvLoOFrkwMozRRIN NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 13-10-4, 78 Ib down and 82 Ib up at 16-0-12, 83 Ib down and 87 Ib up at 18-0-12, 83 Ib down and 87 Ib up at 20-0-12, 83 Ib down and 87 Ib up at 22-0-12, 83. Ib down and 87 Ib up at 24-0-0, 83 lb down and 87 Ib up at 25-11-4, 83 Ib down and 87 Ib up at 27-11-4, 83 Ib down and 87 Ib up at 29-11-4, and 78 Ib down and 82 Ib up at 31-11-4, and 118 Ib down and 130 Ib up at 34-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-7=-62, 7-10=-62,48-20=-20, 14-17=-20, 13-23=-20 BUILDING DIVISION APPROVED ®WARNING - VerHy d0519n Peramerere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/07/2015 BEFORE USE. {� Design valid for use only with Mlea connectors. This design Is based only upon parameters shown. and is loran individual building component, not �.Y` a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonenl bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 250 Wu Circle fabrication, storage, delivery, erection and bracing of trusses and truss systems. see AN51/TPIi Quality Criteria. DSB•89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply Banks Residence (t ID:W3UfhLNamgLp33Jg4dnm3iy6k8H•d1NA4pngsDbu n2yRLMa6jTv9SRmek7AUVUTuFzRRIM Plate Offsets (X.Y)— f3:0-4:-0-04-81, [5704-0.0-1-41 (7 0-3-0.0-3-01. f9;0-4-0 0-4-81[14-0-2-8.0-2-81. [18 0-9-4 0-4-01,[20'0-3-9 0-2-81 15-10-10 K1890566 50572BANKS A5 CALIFORNIA 1 1 7-5.3 8.6.13 •2.8 8.1.6 8.1-6 0.6-6 6-10-13 7-9.3 4-0-0 TCDL 11.0 Lumber DOL 1.25 BC 0.42 0.8-2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 4x6 = 6x12 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:51 2016 Page 1 3x6 — I 7.5-3 14.0-0 16.2• 21-1-15 l 27-3-0 '14-0 7-5.3 6-6-13 1.2-8 5.11-7 6-1-0 6-1-0 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H•d1NA4pngsDbu n2yRLMa6jTv9SRmek7AUVUTuFzRRIM Plate Offsets (X.Y)— f3:0-4:-0-04-81, [5704-0.0-1-41 (7 0-3-0.0-3-01. f9;0-4-0 0-4-81[14-0-2-8.0-2-81. [18 0-9-4 0-4-01,[20'0-3-9 0-2-81 15-10-10 33.4-0 -4-0-0 7-5-3 14.0.0 1 -2- 24-0-0 32.1.6 32- - 1 40-2-13 48-0-0 52-0.0 4.0.0 7-5.3 8.6.13 •2.8 8.1.6 8.1-6 0.6-6 6-10-13 7-9.3 4-0-0 TCDL 11.0 Lumber DOL 1.25 BC 0.42 0.8-2 0-8-5 Scale = 1:98.5 4.00 12 5x8 % 34 II . 6x8 = 4 4x6 = 6x8 /8 5 7 28 29 30 31 6 32,33 34 35 36 8x8 8x8 3 9 W V 2 10 N 17 16 15 20 19 14 13 12 5x8 = 3x6 II 3x6 = 4x8 = 5x8 II 4x6 = 4x6 = 6x12 = 4x6 = 5x8 = 3x6 — I 7.5-3 14.0-0 16.2• 21-1-15 l 27-3-0 '14-0 7-5.3 6-6-13 1.2-8 5.11-7 6-1-0 6-1-0 33--12 40.2.13 1 48.0.0 0.1-12 Plate Offsets (X.Y)— f3:0-4:-0-04-81, [5704-0.0-1-41 (7 0-3-0.0-3-01. f9;0-4-0 0-4-81[14-0-2-8.0-2-81. [18 0-9-4 0-4-01,[20'0-3-9 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 18 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.40 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 13 n/a n/a ' BCDL . 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 297 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD ' Structural wood sheathing directly applied or 4-8-7 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (5-11-0 max.): 5-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1417/0-3-8,13=2644/0-3-8. 10=371/0-3-8 Max Horz 2=-84(LC 23) Max Uplift2=-238(LC 8), 13=7191(LC 8), 10=-309(LC 25) Max Grav 2=1434(LC 17), 13=2644(LC 1), 10=459(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 'TOP CHORD 2-3=-2584/180, 3-4=-2440/249, 4-5=-2119/249, 5-27=-1539/209, 27-28=-1539/209, BUTTE CO U NW 28-29=-1539/209, 29-30=-1539/209, 30-31=-1539/209, 6-31=-1539/209, 6-32=-315/170, 32-33=-307/168, 33-34=-305/169, 34-35=-302/166, 35-36=-299/166, 7-36=-293/161, tl I I LD I N G DIVISION BUILDING 7-8=-22/1847, 8-9=-72/1924, 9-10=-229/948 LJ�d M BOT CHORD 2-20=-52/2379, 4-18=-1/659, 17-18=-65/2267, 16-17=-46/2068, 15-16=-143/1196, 14-15=-1255/188, 13-14=-2588/225, 8-14=-349/146, 10-12=-868/200 APPROVED. WEBS 3-20=-290/1 09, 18-20=-68/2223, 3-18=-304/188, 4-17=-556/126, 5-17=-118/524, 5-16=-670/48, 6-16=0/622, 6-15=-1430/208, 7-15=-125/1899, 7-14=-2044/167, 9-14=-1192!70, 9-12=0/369, 12-14=-820/189 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate OQROFESS/ON grip DOL=1.60 q� 3) Provide adequate drainage to prevent water ponding. ?NUL R F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� �`!` �/i� 4- 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 C 66864 /� fit between the bottom chord and any other members. rn 6) A plate rating reduction of 20% has been applied for the green lumber members. � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint 2, 191 Ib uplift at joint 13 * XP. 09/3012016 and 309 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d✓ S9 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q G " April 12,2016 Continued on page 2 MEN 11 ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. *��R Design valid for use only with MiTek®conneclors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and propertyincorporate this design into the overall g of individual truss web and/or chord memMiTek building design. Bracing Indicated is to prevent bucklinmembers only. Additional lemporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 250 Klug Circlefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Corona BCA 92880 Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. DESIGN ASbibIANUt, PAKAUIJr,tl„ '._---- I D: WJUfhLNamgLp33Jg4dnm3iy6k8H-dlNA4pngsDbu_n2yRLMa6jTv9SRmek7AUVUTu FzRRI M NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 15-11-12, 78 Ib down and 82 Ib up at 18-0-12 , 83 Ib down and 87 Ib up at 20-0-12, 83 Ib down and 87 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, 83 Ib down and 87 Ib up at 25-11-4, 83 Ib down and 87 Ib up at 27-11-4, and 78 Ib down and 82 Ib up at 29-11-4, and 118 Ib down and 130 Ib up at 32-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-7=-62, 7-11=-62, 19-21=-20, 14-18=-20, 13-24=-20 - ®WARNING -Verity 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 wilh Mlek@ 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 porometers 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 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 Crllerla. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. — ---- _-- ` MiTek' 250 Klug Circle Corona. CA .92880 Truss Truss Type Oty Ply Banks Residence Job K1890566 I, 50572BANKS A5 CALIFORNIA 1 1 Job Reference optional) ,�...r .,a.-11— r T...A. s,)sv-1F-ssgma Pnnp; DESIGN ASbibIANUt, PAKAUIJr,tl„ '._---- I D: WJUfhLNamgLp33Jg4dnm3iy6k8H-dlNA4pngsDbu_n2yRLMa6jTv9SRmek7AUVUTu FzRRI M NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 15-11-12, 78 Ib down and 82 Ib up at 18-0-12 , 83 Ib down and 87 Ib up at 20-0-12, 83 Ib down and 87 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, 83 Ib down and 87 Ib up at 25-11-4, 83 Ib down and 87 Ib up at 27-11-4, and 78 Ib down and 82 Ib up at 29-11-4, and 118 Ib down and 130 Ib up at 32-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-7=-62, 7-11=-62, 19-21=-20, 14-18=-20, 13-24=-20 - ®WARNING -Verity 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 wilh Mlek@ 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 porometers 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 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 Crllerla. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. — ---- _-- ` MiTek' 250 Klug Circle Corona. CA .92880 Job Truss Truss Type Qty Ply Banks Residence Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 K1890567 50572BANKS A6 CALIFORNIA 0.0 ' Rep Stress Incr YES WB 0.76 BCDL 10.0 Code IBC2012frP12007 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:52 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-54xYl9oJdXjlbwd9_21pfxO41snkNCYJjBD1 RhzRRIL -4-0-077-2-817- 0 10 24-0-0 30-1-0 3 0 33-4-0 40-2-13 48-0-0 52.0.0 4-0-0 7.83 6-6.13 3-2•B 0.8• 8-1-0 a-1-0 0 2-0-6 8.10-13 7-9-3 4.0.0 Scale = 1:98.5 4. 00 F12 6x8 = 2.5x5 II 6x8 // 6x8 2 — 4x6 = 5x8 = 3x6 II 6x12 = 4x6 II 4x6 = 4x6 = 6x8 = 33-5.12 7-S3 t4.0-0 17-2.8 24-0-0 30.9-8 33.4.0 40.2.13 _ 48-0-0 17 5-3 6.6-13 7-2.8 6.9.8 6-9-8 2-6.8 6.9.1 7.9-7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL- 25 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 BCDL 10.0 Code IBC2012frP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF NO.1&Btf G WEBS 2x4 DF No.1&BtrG REACTIONS. (Ib/size) 2=1460/0-3-8,13=2503/0-3-8.10=469/0-3-8 Max Horz 2=89(LC 7) Max Uplift2=-239(LC 8), 13=-167(LC 8), 10=-262(LC 25) Max Grav 2=1472(LC 17), 13=2503(LC 1), 10=561(LC 18) DEFL. in (loc) I/deft L/d Vert(LL) -0.13 18 >999 240 Vert(TL) -0.4219-20 >953 180 Horz(TL) 0.09 13 rife n/a BRACING- TOPCHORD BOTCHORD FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2697/183, 3-4=-2605/251, 4-5=-1945/237, 5-27=-1205/216, 27-28=-1205/216, 28 -29= -1205/216,29 -30=-1205/216,6-30=-1205/216,6-31=-1205/216,31-32=-1205/216, 32-33=-1205/216, 33-34=-1205/216, 7-34=-1205/216, 7-8=0/453, 8-9=-37/1627, 9-10=-218/656 BOT CHORD 2-20=-54/2485, 4-18=0/632, 17-18=-64/2431, 16-17=-15/1829, 15-16=-388/197, 14-15=-1494/195,13-14=-2446/201, 8-14=-2297/214,10-12=-592/190 WEBS 3-20=-317/109, 18-20=-69/2367, 4-17=-864/72, 5-17=-3/656, 5-16=-783/24, 6-16=-475/167, 7-16=-152/1859, 7-15=-1377/146, 8-15=-106/1889, 12-14=-572/162, 9-14=-1184/67, 9-12=0/347 PLATES GRIP MT20 220/195 Weight: 303 Ib FT = 20% Structural wood sheathing directly applied or 4-7-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 4-2-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 2, 167 Ib uplift at joint 13 and 262 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTea connectors. This design is based only upon parameters shown, and is loran 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 properly damage. For general guidance regarding the fobricotion, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Ctiterla. DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. QRpFESS/p�, AUL R�l�l`c2 C) JJ C 66864 -7 m *� EXP. 09/3012016 �* Wei( 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty PlyBanks Residence o` K1890567 50572BANKS A6 CALIFORNIA 1 1 Job Reference optional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:53 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-ZGVwVUpxOgrcD4CLYmO2B8ZFmG7z6foTxozaz7zRRIK NOTES - 10) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 17-11-12, 78 Ib down and 82 Ib up at 20-0-12 , 83 Ib down and 87 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, 83 Ib down and 87 Ib up at 25-11-4, and 78 Ib down and 82 Ib up at 27-11-4, and 118 Ib down and 130 Ib up at 30-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-7=-62, 7-11=-62, 19-21=-20, 14-18=-20, 13-24=-20 WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with NUTea 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 oppfcabil ly 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 Mi Ty' ek Is always required for stabitily and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fobdcatlon, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/11`11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. _ Corona, CA 92880 c Job Truss Truss Type Oty PlyBanks Residence Plate Grip DOL 1.15 TC 0.48 TCDL 11.0 K1890568 50572BANKS A7 CALIFORNIA 1 1 YES WB 0.75 BCDL 10.0 Code IBC2012fTP12007 down and 130 Ib up at 28-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. Job Reference o liana/ DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:54 2016 Page 1 ID: W3UfhLNamglp33Jg4dnm3iy6k8H-2S31jgpZ98zTrEnX6TwHkM5PRgSDr6AcASi7 VazRRIJ o F 7s.s } 1a -o -o 1�2-A �s-pQF10 28.1 earsa -'I2-13 48-0-o 52.0-0 4-0-0 7-5-3 6-1 13 5.2.8 0 8-2 8-2-12 0 8-2 4�i-8 6-10-13 . 7-9-3 4-0-0 4.00 12 6x8 = 64 = Scale = 1:98.5 w qq � 017 �4 3x6 = "`a — 4x6 = 4x6 II 4x6 = 6x8 =, _ Axa — 5x8 = 3x6 II 4x6 = 6x12 = r 7 5 3 I 14 0-0 .� 1Q•2-8 2r 4-0 0 I 28-9-8 .I. 33_ 4�-12 40-2-13 48-oA 7-5.3 6-0-1'1 5-2-8 4-9.8 4-9-8 4-6.8 0-1-12 6-9-1 7.9-3 ....,. .1 � . - r, - n n n o of N7 -n a n n_n_n1 rio-n-n-a n_2R1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 TCDL 11.0 Lumber DOL 1.25BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 BCDL 10.0 Code IBC2012fTP12007 down and 130 Ib up at 28-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. (Matrix -M) LUMBER - TOP CHORD 2x6 DF NO.2 G BOT CHORD 2x4 DF NO.1&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1467/0-3-8,12=2479/0-3-8,9=486/0-3-8 Max Harz 2=-97(LC 6) Max Uplift2=-238(LC 8), 12=-150(LC 8), 9=-237(LC 25) Max Grav 2=1472(LC 17), 12=2479(LC 1), 9=591(LC 18) DEFL. in (loc) I/defl Lid Vert(LL) -0.12 17 >999 240 Vert(TL) -0.4218-19 >959 180 Horz(TL) 0.10 12 We n/a BRACING - TOP CHORD BOTCHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2697/179, 3-4=-2615/243, 4-5=-1648/227, 5-26=-908/171, 26-27=-908/171, 27-28=-908/171, 28-29=-908/171, 29-30=-908/171, 30-31=-908/171, 31-32=-908/171, 6-32=-908/171, 6-7=-261/178, 7-8=-20/1561, 8-9=-160/590 BOT CHORD 2-19=-50/2485, 4-17=0/632, 16-17=-55/2445, 15-16=0/1523, 14-15=-135/323, 13-14=-1431/181, 12-13=-2421/184.7-13==2200/215.9-11=-530/135 WEBS 3-19=-321/107, 17-19=-57/2392, 4-16=-1097/90, 5-16=0/671, 5-15=-940/96, 6-15=-24/1060, 6-14=-1191/132.7-14=-118/2071,11-13=-508/120.8-13=-1172/66, 8-11=0/339 PLATES GRIP MT20 220/195 Weight: 300 Ib FT = 20% Structural wood sheathing directly applied or 4-7-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 4-3-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 QROFESS/pN 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. 3-6-0 tall by 2-0-0 wide will q L PAUR�L� F�0 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle �Z fit between the bottom chord and any other members. - w C 66864 m 6) A plate rating reduction of 20% has been applied for the green lumber members. to bearing capable of withstanding 238 Ib uplift at joint 2, 150 Ib uplift at joint 12 7) Provide mechanical connection (by others) of truss plate XP. 09130/2016 and 237 Ib uplift at joint 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. to support concentrated load(s) 118 Ib down and 130 Ib up at 10) Hanger(s) or other connection device(s) shall be provided'sufficient 19-11-12, 78 Ib down and 82 Ib up at 22-0-12, 83 Ib down and 87 Ib up at 24-0-0, and 78 Ib down and 82 Ib up at 25-11-4, and 118 Ib F CA down and 130 Ib up at 28-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. April 12,2016 CLQj1�(�1@� ��andard pill WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.�� for only with I• NTek@connectors. This design is based only upon parameters shown, and is for on individual building component, not Design volld use a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ibis 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 injury damage. For general guidance regarding the MiTek' is always required for stability and to prevent collapse with possible personal and properly fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Buliding Component Lee Street, Suite 312. Alexandria, VA 22314. 250 Wu Circle Carona 9CA 92880 Safety Information available from Truss Plate Institute. 218 N. _ Job Truss Oty Ply Banks Residence �Truss`fype K1890568 50572BANKS A7 CALIFORNIA 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-10=-62, 18-20=-20, 13-17=-20, 12-23=-20 7.640 s Sep 29 2015 MIT ek Industries, Inc. Tue Apr 12 13:15:54 2016 Page 2 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-2S31jgpZ98zTrEnX6TwHkM 5PRgSDr6AcASi7 VazR RI J BUTTE COUNTY BUILDING DIVISION APPROVED WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mffek@ connectors. This design is based only upon parameters shown..ond is for on 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 Mel(' 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 ANS17fP1f Quality Criteria, DSB-89 and BCSI Building Component ' 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence Plate Grip DOL . 1.15 TC 0.41 TCDL 11.0 K1890569 50572BANKS A8 CALIFORNIA 1 1 YES WB 0.84 BCDL 10.0 Code ISC2012/TP12007 Job Reference (oelionan DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:55 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-WedhwAgBwR5KSOMigBRWHZebG3nlaW01P6Sh10zRRll 4-0-0 7-s-3 14-0-0 2 - - - 4 • - - + 6-6.13 7.5.10 0- -1 4.2-12 0- 1 6.9-9 6-10.13 Scale = 1:98.5 6x8 = 4.00 12 6x8 = 4X6 = 5x8 = 3x6 II 6x12 = LOADING (psf) SPACING- 2-0-0 CSI, TCLL 20.0 Plate Grip DOL . 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 BCDL 10.0 Code ISC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G 'Except' T3: 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS_ . (Ib/size) 2=1475/0-3-8,12=2445/0-3-8.9=507/0-3-8 Max Harz 2=-109(LC 6) Max Uplift2=-235(LC 8), 12=-136(LC 8), 9=-214(LC 25) Max Grav2=1475(LC 1), 12=2445(LC 1), 9=620(LC 18) 4x6 II 4x6 = 6x8 = DEFL. in (loc) I/dell Ud Vert(LL) -0.13 16 >999 240 Vert(TL) -0.5315-16 >764 180 Horz(TL) 0.10 12 • n/a n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2693/166, 3-4=-2656/235, 4-5=-1307/193, 5-25=-535/167, 25-26=-534/168, 26-27=-529/168, 6-27=-524/168, 6-7=-637/160,7-8=-711455,8-9=-163/523 BOT CHORD 2-18=-38/2480, 4-16=0/662, 15-16=-53/2511, 14-15=0/1160, 13-14=-1310/164, 12-13=-2388/169, 7-13=-2129/218, 9-11=-466/109 WEBS 3-18=-321/101, 16-18=-29/2398, 4-15=-1483/124, 5-15=0/740, 5-14=-1017/63, 7-14=-7512113.11-13=-437/105.8-13=-1114/55,8-11=0/328 4x6 = PLATES GRIP MT20 220/195 Weight: 295 Ib FT = 20% Structural wood sheathing directly applied or 4-7-3 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 4-3-5 oc bracing. 1 Row at mid pt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide r ir- NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCOL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. pF ESS/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. pF( ON9 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 �0`� Q PUL R�G`F2 fit between the bottom chord and any other members. Q F 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 2, 136 Ib uplift at joint 12 (9 w C 66864 ,m 7' tr and 214 Ib uplift at joint 9. W 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EX .09/30,12 16 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 Ib down and 129 Ib up at 21-11-12, and 77 Ib down and 80 Ib up at 24-0-0, and 117 Ib down and 129 Ib up at 26-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. TF OF CA��FQ LOAD CASE(S) SJ2andard April 12,2016 Continued on page 1111 22� ® WARNING . verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 rev. 10/03/2015 BEFORE USE. l' Design valid for use only with Mliek& 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 brocing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92.880 Job Truss Truss Type Qly Ply Banks Residence K1890569 50572BANKS AB CALIFORNIA 1 1 Job Reference o tionap DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-10=-62, 17-19=-20,-13-16=-20, 12-22=-20 Concentrated Loads (lb) Vert: 25=3 27=3 r.aau s aep [a evt a mi r erc mausuies, Inc. i ue rspr t c i a: i a.aa cu ro ragn t I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-WedhwAq BwR5KSO MjgBR WHZebG3nla WOIP6Sh 10zRRl I BUTTE COUNTY BUILDING DIVISION APPROVED ®WARNING -Verify 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 Mlea 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 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 . MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance Ipgording the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criterlo, M-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 223114. ^— — -- _ Corona. CA 92880 Job Truss Truss Type aty Ply Banks Residence ' [1770-3-9.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. K1890570 50572BANKS A9 ROOF SPECIAL 1 1 15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.44 14-15 >908 180 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:56 2016 Page 1 ID: W3UfhLNamg Lp33Jg4dnm3iy6k8H_rB38WrphIDB4YxwDuylpnBkzT8sJ70vemBEaSzRR I H -s_3 I 14-0-o 24-0.0 �+-a-0 1 g0-2-19 411-0-11 4-0-0 7.5-3 6Fi-13 10.0-0 9-0-0 6.10.13 7-9-3 6x8 = 4.00 12 Scale = 1:93.5 = = = 4x6 5x8 = 3x6 II 4x6 4x8 4x6 II ' 4x6 = 4x6 6x12 = 6x8 = Ii I9 1t 20-5-5 { 26-10-11 I 33-0-0 33-!-12 40.2.13 48.0.0 7-5-3 6-0-13 6-5-50.1.12 6-9-1 Plate Offsets (X Y)— [3:0-4-0.0-4-8j,[7:0-4-0.0-4-81 [12:0-6-4.0-4-01 [15:0-8-8.0-4-01 [1770-3-9.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.13 15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.44 14-15 >908 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-3-11 cc bracing. WEBS 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=147710-3-8,11=2438/0-3-8,8=512/0-3-8 Max Harz 2=-120(LC 6) Max Uplift2=-229(LC 8), 11=-117(LC 8), 8=-194(LC 25), Max Grav 2=1477(LC 1), 11=2438(LC 1), 8=632(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2688/143, 3-4=-2678/224, 4-5=-1384/175, 5-6=-5651140, 6-7=0/1416, 7-8=-186/509 BOT CHORD 2-17=-17/2473, 4-15=0/634, 14-15=-51/2571, 14-24=0/803, 24-25=0/803, 13-25=0/803, 12-13=-1256/144,11-12=-2380/151,6-12=-2140/198,8-10=-454/113 WEBS 3-17=-313/97, 15-17=-11/2364, 4-14=-1572/171, 5-14=-1/955, 5-13=-924/91, 6-13=-10/1976, 10-12=-433/104, 7-12=-1074/40, 7-10=0/328 BUT'T'E COUNTY BUILDING DIVISION APPROVED 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=4811; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 Ib uplift at joint 2, 117 Ib uplift at joint 11 and 194 Ib uplift at joint 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 Ib down and 135 Ib up at 24-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 Continued on page 2 AWARNING -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 with MTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not o 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 properly 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 SCSI Building Component Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 22314. F�pROF E SSJp�,� ?AULco w �C 66864 �-7 cm EXP_ 0913012016 /* MiTek' 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence r K1890570 50572BANKS A9 ROOF SPECIAL 1 1 tional)_ DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-9=-62, 16-18=-20, 12-15=-20, 11-21=-20 Concentrated Loads (lb) Vert: 5=5(B) 7.64U s Sep zg zulb MI I ek Inaustnes. Inc. I ue Hpr lz 1J:T b:bb zulb rage z ID:W3UfhLNamgLp33Jg4dnm3iy6k8H_rB38WrphIDB4YxwDuylpnBkzT8sJ?OvemBEaSzRRIH / BUILDING BUTTE COUNTY�pi BUILDING DIVISION APPROVED WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with lu100 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 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 ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTeW 250 Mug Circle Corona, CA 92880 Job Truss Truss Type Cty PlyBanks Residence + PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 K1890571 50572BANKS A10 HIP 1 1 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.42 18-19 >958 180 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:38 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-VN5FMMdXwDykwnZSA6dX5 RgjD?h5oLFVzgHxVzRRIZ 24-8-10 24-1-13 23.10-3 t1.61701-- 7-5.3 14.0.0 23-3-6 23- - 33-4.0 40-2- 3 48-0-0 52-0.0 tale = 1:98.5 7-5-3 6-8-13 9.3-6 0.1-1 8-7-8 6-10-13 7-9-3 4.0.0 0.5.1 0-3-10 0.6.13 6x8 \`• 4.00 12 :6x8 ZZ VV 4x6 = 3xa _ 08 = _ 4 = 5x8 = 3x6 II 4x6 II 4x6 = 4x6 x6 602 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.12 17 >999 240 MT20 220/195 TCDL 11..0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.42 18-19 >958 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) Weight: 306 Ib FT = 20% LUMBER - TOP CHORD .2x6 DF No.2 G *Except* T3: 2x4 DF No. t&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1475/0-3-8,12=2456/0-3-8,9=503/0-3-8 Max Horz 2=118(LC 24) Max Uplift2=-229(LC 8), 12=-123(LC 8), 9=-193(LC 25) Max Grav 2=1475(LC 1), 12=2456(LC 1), 9=622(LC 18) . BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 4-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2681/146, 3-4=-2665/226, 4-5=-1594/190, 5-26=-747/179, 6-26=-753/179, 7-8=-2/1461, 8-9=-160/505 BOT CHORD 2-19=-18/2467, 4-17=0/610, 16-17=-54/2553, 16-27=0/822, 27-28=0/822, 15-28=0/822, 14-15=0/718,13-14=-1305/152, 12-13=-2399/157, 7-13=-2186/195, 9-11=-450/114 WEBS 3 -19= -309/99,17 -19=-19/2343,4-16=-1412/168,5-16=-33/1057,6-15=-9/857, BV v BUTTE COUNTY 6-14=-1206/68, 7-14=-10/1834, 11-13=-439/102, 8-13=-1094/43, 8-11=0/334, 5-15=-767/66 BUILDING DIVISION NOTES - 1) Unbalanced roof live loads have been considered for this design. jn� 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II� a Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ??,()FESS/q4/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �QR 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 Q ?PUL R�lr F2 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 Ib uplift at joint 2, 123 Ib uplift at joint 12w C 66864 y Mand 193 Ib uplift at joint 9. A s used in the analysis and design of this truss. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model we * EXP: 09!3012016 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 59 Ib down and 65 Ib up at 2hers. and 59 Ib down and 65 Ib up at 24-1-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. y _ OF CA\_\F LOAD CASE(S) Standard April 12,2016 Continued on page 2 WARNING - Verity 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 MiTek® 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 verify the applicability of design parameters and property incorporate this design into the overall MiTek( 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 labricolion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria. DSB-89 and SCSI Building Component 250 Klug C Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. AleCorona, CA 92880 xandria. VA 22314 —_— — Job Truss Truss Type Qty Ply Banks Residerice K1890571 50572BANKS A10 HIP 1 1 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-10=-62, 18-20=-20, 13-17=-20, 12-23=-20 Concentrated Loads (lb) Vert: 5=-0 26=-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:38 2016 Page 2 ID:Vv3UfhLNamgLp33Jg4dnm3iy6k8H-VN5FMMdXwDykwnZSA6dX5 RgjD?h5oLFVzgHxVzRRIZ BUTTE COUNTY BUILDING APPROVED ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. t W0312015 BEFORE USE. Design valid for use only with Mlea connectors. This design is based only upon parameters shown, and is for on 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 ��i��•YYY` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANSIJIPl1 Quality Criteria. DSB•89 and BCSI Building Component 250 Klug Circle Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 7-8=-4670/2621, 8-9=-5105/2671 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d K1890572 50572BANKS All Hip 1 1 TCDL 11.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.93 14-15 >619 180 BCLL 0.0.' Rep Stress Incr , YES Job Reference o tiona1) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Apr 12 13:15:39 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H_ZfdZie9hX4bXx8fkg8mdBzgLdHIqKOPjdarTxzRRIY -0-0-0 7-10Fi 14-1� 71-3-fi 2 - .. - �]0 f 48-0.0 ;2Q0_� 4-0-0 7.10.6 6-2-14 7-2-2 0. 3 4-3-10 0- 3 7-2-2 6.2-14 7.10.6 4-0-0 Scale: 118"=1' n m 0 4.00 12 8x8 % 6x6 4x12 — 2.5x5 II 8x8 = 4x6 = 4x8 = Bx8 = 2.5x5 II 4x8 = i 7.10.6 14-1.4 7.10.6 fi-2-14 1 21-3-6 7-2-2 26-6-10 33-10.12 5-5-4 1 40-1-10 t 48-11 i 7-2.2 6-2-14 7-10-6 Plate Offsets (X Y)-- [3:0-4-0.0-4-8].[8:0-4-0.0-4-8] [9:0-1-4. Edge] [1 2 0-4-0 0-4-8J [15:0-4-0.0-5-41 7-8=-4670/2621, 8-9=-5105/2671 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) 0.59 14-15 >978 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.93 14-15 >619 180 BCLL 0.0.' Rep Stress Incr , YES WB 0.65 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 319 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, except T3: 2x4 DF No. 1&Btr G 2-0-0 oc purlins (3-0-8 max.): 5-6. BOT CHORD 2x6 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 2x4 DF No. 1&6tr G WEBS 1 Row at midpt 4-14, 5-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2294/0-3-8, 9=2276/0-3-8 Max Harz 2=-108(LC 6) Max Uplift 2=-1688(LC 8), 9=-1156(LC 8) Max Grav 2=2564(LC 2), 9=2276(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6086/4252, 3-4=-5688/4257, 4-5=-4212/2756, 5-23=-3675/2297, 23-24=-3674/2297, BUTTE COUNTY 24 -25=-3669/2298,25-26=-3666/2296,6-26=-3662/2296,6-7=-3927/2400, 7-8=-4670/2621, 8-9=-5105/2671 BUILDING DIVISION BOT CHORD 2-16=-3907/5707, 15-16=-3907/5707, 14-15=-3838/5346, 14-27=-2377/3955, 13-27=-2377/3955.12-13=-2311/4395,11-12=-2412/4779, 9-11=-2411/4780 WEBS 3-15=-544/323, 4-15=-1362/1297, 4-14=-1742/1723, 5-14=-1003/1095, 5-13=-635/618, APPROVED 6-13=-691/1004,7-13=-1021/392,7-12=-161/466,8-12=-548/260 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6f: Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1688 Ib uplift at joint 2 and 1156 Ib uplift at joint 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib doom and 130 Ib up at 21-11-4, 62 Ib down and 65 Ib up at 22-3-4, and 91 Ib down and 90 Ib up at 24-3-4, and 118 Ib down and 130 Ib up at 26-0-12 on top chord, and 1271 Ib down and 1273 Ib up at 14-1-4 on bottom chord. The design/selection of such connection device(s) is the Continunron pane 2 thers. ® 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 wilh M'TekO 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 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. OptzOFESS/pN� ?AUL Ril l �ti w C 66864 m M 030/2016 /* M MiTek" 250 Klug Circle Corona, CA 92880 April 12,2016 rt Job Truss Truss Type Qty Ply Banks Residence K1890572 50572BANKS A11 Hip 1 1 Job Reference o Bonet DESIGN ASSISTANCE, F'AHAUISt,CA r ID:vv3UfhLNamgLp33Jg4dnm3iy6k8H-_ZfdZie9hX4bXx8fkg8mdBzgLdHlgKOPjdarTxzRRI Y NOTES - 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-6=-62, 6-10=-62, 17-20=-20 Concentrated Loads (lb) Vert: 15=-45(F) 23=-0 25=-91 26=-0 BUTTE COUNTY BUILDING ®MSI®N APPROVED ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE., Design valid for use only with 10iTek@ 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 12510building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent iTek• bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Klu circlefabrication, storage, delivery. ereclion and bracing of trusses and truss systems. see ANSI/TPII Quality CrBerla, DSB•89 and BCSI Bullding Component rona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty PlyBanks Residence BRACING - TOP CHORD 2x6 DF No.2 G *Except* P R®V E TOP CHORD K1890573 50572BANKS Al2 Hip 1 1 BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2x4 DF No. 1&Btr G WEBS Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:41 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-wyn0 OfPD8KJnEllrEBEic34uQx?ICxiBx3xYgzRRIW 10.1-7 10.1-7 13.10.4 ,j 1-9 )2 33-7-12 f37-4-9 381 0 0-9-5 4-11-0 3.83 4-111 5 .13 I 10-4-7 + 4_O, -O_ Scale —1 n 0 4.00 F12 12x12 \\ 8x12 = Scale = 1:93.6 2.5x5 // 8x12 — 8x8 — 4x6 8x8 — 4x8 — 2.5x5 �� 4x12 = 5x18M18SHS= LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 CSI. TC 0.86 BC 0.77 WB 0.81 (Matrix -M) DEFL, in (loc) !/dell Ltd Vert(LL) 0.79 15 >723 240 Vert(TL) -1.01 13-14 >570 180 Horz(TL) 0.29 8 n/a n/a PLATES GRIP MT20 220/195 MT20HS 165/146 M18SHS 220/195 Weight: 320 Ib FT = 20% LUMBER- BUILDING DIVISION BRACING - TOP CHORD 2x6 DF No.2 G *Except* P R®V E TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins, except T1: 2x6 DF No.1&Btr G 2.0-0 oc purlins (2-3-7 max.): 4-5. BOT CHORD 2x6 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=2069/Mechanical, 8=2316/0-3-8 Max Hoa 1=-103(LC 6) Max Uplift I=-2447(LC 8), 8=-1533(LC 8) Max Grav 1=2860(LC 2), 8=2451 (LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-7693/6932, 2-3=-7282/7001, 3-4=-7253/7038, 4-23=-4834/3983, 23-24=-4834/3983, 24-25=-4834/3983, 25-26=-4834/3983, 26-27=-4834/3983, 27-28=-4834/3983, BUTTECOUNTY.28-29=-4834/3983, 29-30=-4834/3983, 5-30=-4834/3983, 5-6=-5263/3811, 6-7=-5288/3767,7-8=-5682/3749 BUILDING DIVISION BOT CHORD 1-16=-6436/7220, 15-16=-6502!1174, 14-15=-4252/5130, 13-14=-4246/5121, 12-13=-321214493,11-12=-3215/4501, 10-11=-3459/5278,8-10=-3421/5314 P R®V E WEBS 2-16=-288/323, 2-15=-609/375, 4-15=-3461/3423, 4-13=-990/1020, 5-13=-998/954, P 5-11=-396/881, 7-11=-549/269; 7-10=-186/295 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2447 Ib uplift at joint 1 and 1,533 Ib uplift at joint 8. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 WARNING -Verify 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 MTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use. the building designer must verify the applicability of design parametersand 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. OQROF E S S/0�,� PAUL w C 66864 n a 09/3012016 /w OF W1, MiTek' 250 Mug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence K1890573 50572BANKS Al2 Hip 1 1 Job Reference otip anal DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Apr 12 13:15:41 2016. Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-wyn0 OfPD8KJnE11rEBEic34uQx?ICxiBx3xYgzRRIW NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 19-8-4, 62 Ib down and 65 Ib up at 20-0-4, 84 Ib down and 87 Ib up at 22-0-4, 105 Ib down and 103 Ib up at 24-0-4, and 64 Ib down and 40 Ib up at 26-0-4, and 118 Ib down and 130 Ib up at 27-9-12 on top chord, and 1271 Ib down and 1273 Ib up at 13-10-4, and 1279 Ib down and 1275 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-62, 5-9=-62, 17-20=-20 Concentrated Loads (Ib) Vert: 15=-100(F=-45, 8=-54) 24=-2 25=-2 26=-55 28=-64 11111111111+�M' 10; M'' WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTek@ 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 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 Mi T7 ek 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[TPll Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Residence Plate Grip DOL 1.15 TC 0.21 TCDL 11.0 K1890574 50572BANIKS A13 HIP 1 2. I.Banks WB 0.18 BCDL 10.0 Code IBC2012ITP12007 Job Reference (optional) uESiGN ASSIS I ANUS, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:42 2016 Page 1 I D:VUJUfhLNamgLp33Jg4dnm3iy6k8H-OBLmCkg 1 _SSAPOsEPyiTFgbPlgMD1 p2rOboV4GzRRl V 9.1.7 7-10-15 0- 3 6.1-13 6-1-13 0- 3 7-10-15 9-0-7 4.0-0 6x8 4.00 12 3x10 = 6x8 Scale = 1:88.9 4x6 = 2.5x5 // 3x6 = 5x8 = 2.5x5 II 5x8 = 3x6 = 2.5x5 \\ 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 TCDL 11.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.24 11-12 >999 240 MT20 220/195 Vert(TL) -0.5911-12 >975 180 Horz(TL) 0.19 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD T2: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD WEBS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 1=1975/Mechanical, 7=2249/0-3-8 Max Horz 1=-93(LC 6) Max Upliftl=-649(LC 8), 7=-792(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4959/1653, 2-3=-4508/1572, 3-22=-3745/1350, 22-23=-3747/1350, 23 -24= -3749/1350,24-25=-3751/1349,4-25=-3756/1349,4-26=-3763/1347, 26 -27= -3756/1347,27-28=-3755/1347,28-29=-3752/1348,5-29=-3749/1348, 5-6=-4500/1554, 6-7=-4938/1612 BOT CHORD 1-15=-1442/4616,14-15=-1413/4561. 13-14=-1118/3734,13-30=-1298/4249, 12 -30= -1298/4249,12-31=-1298/4249,11-31=-1298/4249,10-11=-1116/3740, 9-10=-1383/4551, 7-9=-1400/4596 WEBS 2-14=-563/254, 3-14=-308/723, 3-13=-204/657,4-13=-830/238, 4-12=-58/296, 4-11=-818/236.5-11=-202/651, 5-10=-278/702, 6-10=-545/220, 6-9=-74/255 Weight: 527 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 Ib uplift at joint 1 and 792 Ib uplift at joint 7. Continued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design volid for use only with M'TekO connectors. This design is based only upon parameters shown, and is for an individual buildingcomponenl, 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 is ofwoys 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/TPlt Quality Criteria, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® �OpRpF E SS/p�,� Q PAUL CO uJ C 66864 * EXP. 0913012016 /* MiTek' 250 Ktug'Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qly Ply Banks Residence 505728ANKS A13 HIP 1 K1860574 _ Job Reference optional) UCJIVIY r\JJW Ir\IYUC, rNRr\UIJC, 4M r.a4u s Sep 29 -LU15 Mitek Industries. Inc. Tue Apr 12 13:15:42 2016 Page 2 ID:MUfhLNamgLp33Jg4dnm3iy6k8H-OBLmCkg1 SSAPOsEPyiTFgbPtgMD1p2rOboV4GzRRIV 'NOTES - 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 17-9-0, 62 Ib down and 65 Ib up at 18-11-4, 82 Ib down and 86 Ib up at 20-11-4, 82 Ib down and 86 Ib up at 22-11-4, 105 Ib down and 103 Ib up at 24-11-4, 82 Ib down and 86 Ib up at 26-11-4, and 59 Ib down and 62 Ib up at 28-11-4, and 118 Ib down and 130 Ib up at 30-0.0 on top chord.. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-62, 3-5=-62, 5-8=-62, 16-19=-20 Concentrated Loads (lb) Vert: 24=-2 25=-2 26=-55 27=-2 I' BUTTE BUILDING D D: Aice' MR ,.: ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2075 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' 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-69 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 //\, Job Truss Truss Type Qty Ply Banks Residence 505728ANKS A14 Hip ) 1 K1890575 ^ TCLL 20.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.46 11-12 >901 240 Job Reference (optional) ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:43 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H•sLv8P4htlmatOYRQzfDinl8QEEbym71 eFY2cizRRIU I 8-1.7 I 15-0.6 1 •7-3 23.9.0 31.10.13 32,5-10 34.4.0 8-1-7 6-10-15 0- •1 8-1.13 8.1.13 0.6.1 1.10-6 • - Scale = 1:60.9 6x8 \\ 3x6 = 8x8 = 6x8 12 11 8 7 3x10 = 2.5x5 II 8x8 = 34 = 44 = 5x8 = 3x6 II i 8.1.7 t 15-0-6 } 6.10-15 21-0.8 I 6-0- 26-5-8 32 5 10 14q.q 0 i 5-5-0 6-(1 2 1 10.6 Plate Offsets (X.Y)-- f1:0-10-0.0-0-81, f8:0-3-9.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.46 11-12 >901 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.51 11-12 >807 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 199 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except T2: 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-5. BOT CHORD 2x6 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. B2: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 5-9 WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1481/Mechanical, 7=1531/0-4-8 Max Horz 1=163(LC 7) Max Uplift l=-1160(LC 8), 7=-992(LC 8) Max Grav 1=1556(LC 2), 7=1531(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4005/3264, 2-3=-330712909, 3-16=-2599/2100, 16-17=-2599/2100, 17-18=-2599/2100, 18-19=-2599/2100,19-20=-2599/2100,20-21=-2599/2100, 4-21=-2599/2100, 4-22=-1860/1401, 22-23=-1860/1401, 23-24=-1860/1401, BUTTE24-25=-1860/1401, 25-26=-1860/1401, 5-26=-1860/1401, 5-6=-549%412, 6-7=-1524/995 " COUNTY BOTCHORD 1-12=-3053/3775, 12-27=-3056/3777, 11-27=-3042/3764, 10-11=-2640/3085, g�l�®��� ®�\/�J�C®p� 9-10=-1744/2384,8-9=-402/590 DIVISION WEBS 2-12=-276/315, 2-11=-788/393, 3-1 1=-1211/1155, 3-10=-860/841, 4-10=-607/565, APPROVED 4-9=-1114/862, 5-9=-1268/1685, 5-8=-1375/892, 6-8=-973/1557 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=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1160 Ib uplift at joint 1 and 992 Ib uplift at joint 7. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with M17ekO 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 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 properly 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 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. OQROFESS/p�,q ?AUL C 66864 r,/* \ EXP. 09130/2016 /* Vt\-�OF CAU April 12,2016 MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type ResidenceK1890575 505728ANKS' A14 ]Qty Hip 1 �Ply1Banks Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:43 2016 Page 2 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-sLv8P4hflma 10YRQzfDin t 8QEEbym71 _eFY2cizRRIU NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 15-8-4, 62 Ib down and 65 Ib up at 16-0-4, 82 Ib down and 85 Ib up at 18-0-4, 82 Ib down and 85 Ib up at 20-0-4, 89 Ib down and 85 Ib up at 22-0-4, 114 Ib down and 107 Ib up at 24-0-4, 89 Ib down and 85 Ib up at 26-0-4, 89 Ib down and 85 Ib up at 28-0-4, and 62 Ib down and 39 Ib up at 30-0-4, and 128 Ib down and 130 Ib up at 31-9-12 on top chord, and 292 Ib down and 281 Ib up at 13-10-4, and 892 Ib down and 887 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 5-6=-62, 7-13=-20 Concentrated Loads (lb) Vert: 4=-62 17=-0 25=-62 27=-85(F=-34, B=-50) BUTTS COUNTY BUILDING DIVISION_ APPROVED ®WARN ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/07/2015 BEFORE USE. �e Design valid for use only with M'Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not C�• a truss system. Belore 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Corona, CA 92880 Job Truss Truss Type Qty PlyJJo1b nks Residence (loc) I/defl Lid TCLL 20.0 Plate Grip DOL K1890576 50572BANKS A14D Hip 1 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.49 Vert(TL) Reference Io tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:44 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H•KXSWcPiHW3iueiOcWNkxKFheXe1 l Vcs8tvHc99zRRIT 8A-7 I _ 15-6-6 1 -t y7 91-q.0 91.4-13 31. 1-Q g_4_Q 1 8-0.7 7-1-15 Ofi-1�3 7-7-13 7-7-13 016-13 3x10 = 5x8 Scale= 1:60.8 10 9 8- 7 4x6 1.5x4 // 3x6 = 5x8 = 1.5x4 II 6x8 = 3x6 II = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.26 9-10 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.49 9-10 >842 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G 'Except' TOP CHORD T2: 2x4 DF No. I&Btf G BOT CHORD 2x4 OF No. 1&Sir G BOT CHORD WEBS 2x4 OF No.18Btr G WEBS REACTIONS. (Ib/size) 1=1421/Mechanical, 7=1445/0-3-8 Max Horz 1=251(ILC 24) Max Uplift /=-1052(LC 25), 7=-768(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3398/2733, 2-3=-2952/2075, 3-16=-2307/1437, 16-17=-2311/1389, 17 -18= -2313/1170,18 -19=-2314/1109,19-20=-2316/987,4-20=-2319/897,4-21=-965/928, 21-22=-873/838, 22-23=-651/618, 23-24=-629/602, 24-25=-603/473, 5-25=-600/331, 5-6=-633/391, 6-7=-1457/781 BOT CHORD 1-26=-2156/3148, 12-26=-1288/3148, 11-12=-1290/3075, 10-11=-1121/2311, 9-10=-1455/2156,8-9=-1455/2156,8-27=-1214/1207,7-27=-1190/1207 WEBS 2-12=-102/250, 2-11=-525/254, 3-11=-287/649, 3-10=-321/294, 4-10=-466/598, 4-9=-72/345, 4-8=-1837/1030, 6-8=-720/1394 PLATES GRIP MT20 220/195 Weight: 192 Ib FT = 20% Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-8 max.): 3-5. Rigid ceiling directly applied or 4-4-12 oc bracing. 1 Row at midpt 4-10.4-8 MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1052 Ib uplift at joint 1 and 768 Ib uplift at joint 7. 9) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 32-4-0 to 34-4-0 for 625.0 pit. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING. Verify 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 M1ek& 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 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 Criterla, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312• Alexandria, VA 22314. OooFESS/oiv h�Q� �PAUI RiLl�2 w C 66864 m rz z t *U"- 09130/2016 OF MiTek" 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence K1890576 50572BANKS A14D Hip 1 1 Job Reference optional) VCJIVIN MJJIJIHIVI.C, t-tAKMvwr, L'm 7.640 s Sep 29.2015 MiTek Industries, Inc. Tue Apr 12 13:15:44 2016'Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-KXSWcPiHW3iueiOcWNkxKFheXe1 l Vcs8lvHc99zRRIT NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 130 Ib up at 16-2-4, 82 Ib down and 85 Ib up at 18-0-4, 82 Ib down and 85 Ib up at 20-0-4, 89 Ib down and 85 Ib up at 22-0-4, 114 Ib down and 107 Ib up at 24-0-4, 89 Ib down and 85 Ib up at 26-0-4, 89 Ib down and 85 Ib up at 28-0-4, and 19 Ib down and 18 Ib up at 30-0-4, and 128 Ib down and 130 Ib up at 31-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 5-6=-62, 7-13=-20 Concentrated Loads (lb) Vert: 4=-62 25=0 BUTTE COUNTY BUILDING DIVISION APPROVED WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design volid for use only with Mifek0 connectors. This design is based only upon parameters shown, and is for on 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 MiTeW 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Cly PtyBanks Residence — p BUILDINGDIVISION 6 -24= -2511/891,24 -25=-2511/891,25-26=-2511/891,26-27=-2511/891,7-27=-2511/891 BOT CHORD 1-12=-1954/4489, 11-12=-1954/4489, 11-28=-174614072, 10-28=-1746/4072, K1890577 50572BANKS A15 HIP 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) 0.45 10-11 >916 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference -(optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:45 2016 Page 1 I D: W3UfhLNamgLp33Jg4d nm3iy6k8H-ojOvgliwH NglGsbo44FAtSDoq 1 JDE?nH6Z 19hbzRR1 S 34-6-15 7.1.7 20.2-0 27.4-0 33-10-13 3 •4 7.1-7 5.7.14 0.9-1 6-6-13 7-2.1 6-6-13 0.5• , 1:60.8 5x8 % 4.00 12 3x10 = 4x6 = 2.5x5 II 5x8 = 12 11 26 10 9 8 3x6 4x8 1.5x4 It 5x12 MT20HS = 6x8 = 6x12 = I I = 7 1 7 .� 1 9 5 7-1-7 5-7-14 20.2-0 74-11 l 274-0 7-2.1 Plate Offsets (X Y) fi;0 0 0 0-0-81,110 0 4 00 3 41 11170-6-0 0-3-41 — p BUILDINGDIVISION 6 -24= -2511/891,24 -25=-2511/891,25-26=-2511/891,26-27=-2511/891,7-27=-2511/891 BOT CHORD 1-12=-1954/4489, 11-12=-1954/4489, 11-28=-174614072, 10-28=-1746/4072, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) 0.45 10-11 >916 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.78 10-11 >524 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc purlins, except BOT CHORD 2x4 OF NoA&Btr G 2-0-0 oc purlins (2-9-1 max.): 3-7. WEBS 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpt 4-11,4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1896/Mechanical, 8=1761/0-3-8 Max Horz 1=119(LC 8) Max Uplift 1 =-724(LC 8), 8=-571 (LC 8) Max Grav 1=1930(LC 17), 8=1793(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-4822/2000, 2-3=-4382/2209, 3-16=-4143/2126, 16-17=-4146/2126, ����� COUNTY� 17-18=-4162/2137, 18-19=-4165/2137, 4-19=-4170/2136, 4-20=-2511/891, 20-21=-2511/891, 21-22=-2511/891, 5-22=-2511/891, 5-23=-2511/891, 6-23=-2511/891, p BUILDINGDIVISION 6 -24= -2511/891,24 -25=-2511/891,25-26=-2511/891,26-27=-2511/891,7-27=-2511/891 BOT CHORD 1-12=-1954/4489, 11-12=-1954/4489, 11-28=-174614072, 10-28=-1746/4072, 9-10=-1746/4072 APPROVED. WEBS 2-11=-802/425, 3-11=-221/676, 4-11=-447/322,.4-10=0/293, 4-9=-1815/994, 6-9=-508/155, 7-9=-1048/2956, 7-8=-1737/600 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=34ft; eave=oft; Cat: II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 Ib uplift at joint 1 and 571 Ib uplift at joint 8. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 WARNING - Verify design PararnW- and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rov. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is loran 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 is always required for stability and to prevent collapse with possible personal injury and properly 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. �o90FESS/0�,� Q pAUI U' C 66864 -P m CK A EXP. 09130/2016 OF C MiTek' 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Dty PlyBanks Residence 50572BANKS A15 HIP 1 1 K1890577 nocrr^-ra eecicrnniro n MiTek' - Job Reference o tional -- - --• -- - r .vYv s acp c� cu I a m1I els mousules, Inc. I ue Apr 12 13:15:45 2016 Page 2 NOTES- ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-ojOvgliwHNglGsbo44FAtSDog1 JDE?nH6Z19hbzRRIS 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (s) 117 Ib down and 130 Ib up at 13-8-4, 599 Ib down and 472 Ib up at 14-0-4, 83 Ib down and 87 Ib up at 16-0-4, 83 Ib down and 87 Ib up at 18-0-4, 83 Ib down and 87 Ib up at 20-0-4, 90 Ib down and 87 Ib up at 22-0-4, 125 Ib down and 102 Ib up at 24-0-4, 90 Ib down and 87 Ib up at 26-0-4, 90 Ib down and 87 Ib up at 28-0-4, 90 Ib down and 87 Ib up at 30-0-4, and 79 Ib down and 39 Ib up at 32-0-4, and 115 Ib down and 95 Ib up at 33-9-12 on top chord, and 404 Ib down and 336 Ib up at 13-10-4, and 211 Ib down and 270 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-7=-62, 8-13=-20 Concentrated Loads (lb) Vert: 17=-531 22=45 26=-62 27=61 28=-276(F=-55, B=-221) {� r ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,1II-7477 rev. 10/03/2015 BEFORE USE. Design valid for use onty with PNTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a 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 MiTek' 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - •— Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence I 5 -2 -136 -0 - Plate Offsets (X.Y)-- [1:Edge, 0-0-10] [6:0-6-0.0-4-8]. [8:0-3-8.0-4-8] [10:0-1-12.0-3-0] [11:0-4-0.0-5-4] / WEBS 2-13=-326/286, 2-12=43732, 3-12=-936/864, 4-12=-588/530, 4-11=-628/598, K1890578 505728ANKS A18 Half Hip Girder 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.52 11-12 >789 240 MT20 220/195 Job Reference (optional) UESIGN ASSIS I ANGE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:46 2016 Page 1 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-GwaH 15j Y2hyct?A?eomP PgmxURd2z SiRKOmiOl zRRI R 6-1-7 10-4-5 1 17-2 1? 22-5-8 I 28-3-14 34-4-0 6-1-7 4.7-14 0-9 5.7-9 5-2-13 5-10-6 6-0.2 m 6x12 % 4.00 Scale = 1:61.2 4x8 = 2.5x5 II 8x12 = 2.5x5 II 13 12 -' 11 10 9 8 5x8 = 2.5x5 II 6x8 = 8x8 = 6x8 = 2.5x5 II 6x8 = 0 M 6-1-7 I 10-9-5 I 17-2-12 22-5-8 28•'1-14 a4-4 0 6-1-7 4-7.14 6-5-7 I 5 -2 -136 -0 - Plate Offsets (X.Y)-- [1:Edge, 0-0-10] [6:0-6-0.0-4-8]. [8:0-3-8.0-4-8] [10:0-1-12.0-3-0] [11:0-4-0.0-5-4] / WEBS 2-13=-326/286, 2-12=43732, 3-12=-936/864, 4-12=-588/530, 4-11=-628/598, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.52 11-12 >789 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.60 11-12 >684 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except T2: 2x6 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (2-9-5 max.): 3-7. BOT CHORD 2x6 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 3-4-4 oc bracing. B1: 2x6 DF SS G WEBS 1 Row at midpt 6-8 WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1574/Mechanical, 8=1087/0-3-8 Max Horz 1=124(LC 31) Max Uplift !=-1267(LC 8), 8=-983(LC 8) Max Grav 1=1739(LC 2), 8=1189(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4406/3366, 2-3=-4325/3702, 3-17=-4086/3537, 17-18=-4088/3537, 18-19=-4090/3536, 19-20=-4108/3548,4-20=-4111/3546, 4-21=-3302/2754, COUNTY 21-22=-3302/2754, 22-23=-3302/2754, 23-24=-3302/2754, 5-24=-3302/2754, ����� 5-25=-3302/2754, 25-26=-3302/2754, 26-27=-3302/2754, 27-28=-3302/2754,®� N I"VVI I A DIVISION 6-28=-3302/2754 BOT CHORD 1-13=-3159/4130, 12-13=-3159/4130, 12-31=-3889/4533, 11-31=-3889/4533, 10-11=-3889/4533, 9-10=-1492/1904, 492/1904 APPROVED / WEBS 2-13=-326/286, 2-12=43732, 3-12=-936/864, 4-12=-588/530, 4-11=-628/598, 4-10=-1550/1458, 6-10=-1426/1678, 6-9=-81/258, 6-8=-2198/1722 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1267 Ib uplift at joint 1 and 983 Ib uplift at joint 8. 9) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 OQROFESS/p ?AUL REGI c �� F LU C 66864 or AWARNING. Verify 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 Ivil connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence 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 Mi%k' K1890578 50572BANKS A16 Half Hip Girder 1 1 ab Reference (optional) r.ovu s yep za zui b MI I eK Inoustnes, Inc. Tue Apr 12 13:15:46 2016 Page 2 ID:WJUfhLNamgLp33Jg4dnm3iy6k8H-GwaH15jY2hyct?A?eomPPgmxURd2zSiRKDmiD1 zRRIR NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 132 Ib up at 11-8-4, 624 Ib down and 420 Ib up at 14-0-4, 42 Ib down and 113 Ib up at 16-0-4, 42 Ib down and 113 Ib up at 18-0-4, 42 Ib down and 113 Ib up at 20-0-4, 49 Ib down and 113 Ib up at 22-0-4, 81 Ib down and 88 Ib up at 24-0-4, 49 Ib down and 113 Ib up at 26-0-4, 51 Ib down and 146 Ib up at 28-0-4, 57 Ib down and 181 Ib up at 30-0-4, and 57 Ib down and 181 Ib up at 32-0-4, and 61 Ib down and 121 Ib up at 34-2-4 on top chord, and 851 Ib down and 874 Ib up at 13-10-4, and 257 Ib down and 201 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-7=-62, 8-14=-20 Concentrated Loads (Ib) Vert: 7=92 17=-5 19=-584 20=113 21=113 22=113 24=113 25=18 27=113 28=53 29=66 30=66 31=-127(F=-80, 8=-47) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/7015 BEFORE USE. Design valid for use only with Mlek& 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 Mi%k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/111`11 Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job Truss Truss Type Qty Ply Banks Residence 50572BANKS Bt California Girder 1 1 K1890579 DESIGNASSISTANC.F PARAnICI= cA LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' Job Reference o tionap r.ovt/, aep ca colo ml I eK Inoustrles, Inc. Tue Apr 12 13:15:56 2016 Page 1 ID:WJUfhLNamgLp33Jg4dnm3iy6k8H_rB38WrphIDB4YxwDuy1pnBk3T8nJAbvemBEaSzRRIH a" - -0 t A 4 0 4-0A 5-5-10 -5- 2.6-12 0.5- 5-5-10 4-0.0 —I . Scale = 1:37.9 5x8 = LUMBER- BRACING - TOP CHORD 2x6 DF NO.2 G 'Except' TOP CHORD T2: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G BOT CHORD WEBS 2x4 DF No.1&BtrG REACTIONS. (Ib/size) 2=1066/0-3-8.5=1066/0-3-8 Max Horz 2=45(LC 4) Max Uplift 2=-508(LC 8), 5=-508(LC 8) Max Grav 2=1066(LC 1), 5=1099(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1822/839, 3-15=-1557/725, 15-16=-1549/715, 16-17=-1545/712, 4-17=-1537/709, 4-5=-1660/753 BOT CHORD 2-18=-799/1735, 8-18=-799/1735, 8-19=-792/1712, 19-20=-792/1712, 20-21=-792/1712, 7-21=-792/1712,7-22=-698/1544,5-22=-698/1544 WEBS 3-8=-111/275,4-7=11 54/387 NOTES - Structural wood sheathing directly applied or 5-9-4 oc purlins, except 2-0-0 oc purlins (5-0-2 max.): 3-4. Rigid ceiling directly applied or 7-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 508 Ib uplift at joint 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 Ib down and 180 Ib up at 5-11-12, and 147 Ib down and 52 Ib up at 7-2-0, and 187 Ib down and 180 Ib up at 8-4-5 on top chord, and 221 Ib down and 131 Ib up at 4-0-12, 45 Ib down and 19 Ib up at 6-0-12, 45 Ib down and 20 Ib up at 7-2-0, and 45 Ib down and 19 Ib up at 8-3-4, and 221 Ib down and 131 Ib up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 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 Continued on page 2 Y WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NtleM 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 stabil ly 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 SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. oQROF E SS/ONS w C 66864 m rY � *VXP.09/3012016 /,l Welk' 250 Klug Circle Corona, CA 92880 April 12,2016 i 5-5-10 5.5.10 A-108 9d-19 14A 5 -n ' 5 10 Plate Offsets (X.Y)-- 1440-3-9.0-1-131 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO CSI. TC 0.47 BC 0.43 WB 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.14 0.04 (loc) 7-8 7-8 5 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF NO.2 G 'Except' TOP CHORD T2: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G BOT CHORD WEBS 2x4 DF No.1&BtrG REACTIONS. (Ib/size) 2=1066/0-3-8.5=1066/0-3-8 Max Horz 2=45(LC 4) Max Uplift 2=-508(LC 8), 5=-508(LC 8) Max Grav 2=1066(LC 1), 5=1099(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1822/839, 3-15=-1557/725, 15-16=-1549/715, 16-17=-1545/712, 4-17=-1537/709, 4-5=-1660/753 BOT CHORD 2-18=-799/1735, 8-18=-799/1735, 8-19=-792/1712, 19-20=-792/1712, 20-21=-792/1712, 7-21=-792/1712,7-22=-698/1544,5-22=-698/1544 WEBS 3-8=-111/275,4-7=11 54/387 NOTES - Structural wood sheathing directly applied or 5-9-4 oc purlins, except 2-0-0 oc purlins (5-0-2 max.): 3-4. Rigid ceiling directly applied or 7-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 508 Ib uplift at joint 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 Ib down and 180 Ib up at 5-11-12, and 147 Ib down and 52 Ib up at 7-2-0, and 187 Ib down and 180 Ib up at 8-4-5 on top chord, and 221 Ib down and 131 Ib up at 4-0-12, 45 Ib down and 19 Ib up at 6-0-12, 45 Ib down and 20 Ib up at 7-2-0, and 45 Ib down and 19 Ib up at 8-3-4, and 221 Ib down and 131 Ib up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 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 Continued on page 2 Y WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NtleM 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 stabil ly 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 SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. oQROF E SS/ONS w C 66864 m rY � *VXP.09/3012016 /,l Welk' 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty PlyBanks Residence K1890579 50572BANKS B1 California Girder 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 4-6=-62, 9-12=-20 Concentrated Loads (lb) Vert: 15=-74 16=-130 17=-74 18=-62(F) 19=-20(F) 20=-20(F) 21=-20(F) 22=-62(F) r.tl4u s Sep za zUla MI I ex Inauslrles, Inc. rue mpriz IS:la:oo zu to rage z ID:W3UfhLNamgLp33Jg4dnm3iy6k8H_rB38WrphIDB4YxwDuylpnBk3T8nJAbvemBEaSzRRIH BUTTE COUNTY BUILDING DIVISION WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �+ Design valid for use only with MiTek@ 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 MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - 250 Klug Circe fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Type Qty Ply Banks Residence 505726ANKS 82 rR,,fSpecial 2 1 K1890580 TCDL 11.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.09 6-9 >999 180 Job Reference (optional) 4 ASSISTANCE, PARADISE, CA 4-0-0 7.2.0 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:57 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-S11RLssRS3L2iiW6ncT_MJwmtXv2d52sQxo6uzRRIG 7.2.0 4.0-0 Scale =.1:36.7 to LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.04 6-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.09 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 75 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (Ib/size) 2=836/0-3-8, 4=836/0-3-8 Max Horz 2=45(LC 4) Max Uplift 2=-313(LC 8), 4=-313(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-818/203, 3-4=-818/203 BOT CHORD 2-6=-121/711, 4-6=-121!711 WEBS 3-6=-51/267 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and righ����� COUNTY exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �_ V �atl 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-„ AJelll �irl� IAVp fit between the bottom chord and any other members. B.sN� 5) A plate rating reduction of 20% has been applied for the green lumber members. APPROVED �� ®� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 Ib uplift at joint 2 and 313 Ib up, ft f!� joint 4. - 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. opROFESSlO,�,� p AU L C*) L1J(C 66864 y m CK X EXP. 09130/2016 / OF C April 12,2016 ® WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with N4Tek0 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 ii�.�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence TC 0.41 Vert(LL) 0.05 578 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 K1890581 505728ANKS B3 Roof Special 4 1 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Job Reference (optional) DESIGN ASSIS I ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tut: Apr 12 13:15:57 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-S1IRLSSRS3L2iiW6ncT_MJwmtWg2d42sQxo6uzRRIG -4-0-n 7.2.0 I_- 14-9.e 4-M I 7.2.0 7A-8 l Scale = 1:29.9 5x8 Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.05 578 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.12 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 65 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.t&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=550/0-2-0,2=863/0-3-8 Max Horz 2=67(LC 4) Max Uplift4=-164(LC 8), 2=-330(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-931/270, 3-4=-905/262 BOT CHORD 2-5=-202/820, 4-5=-202/820 WEBS 3-5=-63/275 p BUTTE COUNTY NOTES - 1) DIVISION ISION 1) Unbalanced roof live loads have been considered for this design. B 2) Wind: ASCE 7-10; VuFRS (directional); (onal); a gust) Vasd=87mph; TCosed; psf; BCDL=6.Opsf; right Bosed; porch l e and Cat. II; APPROVED' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 4 and 330 Ib uplift at joint 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �OpROFESS/pN� pP.UL n l� C 66864 n CK 1 * VXP. 09/30/2016 /* April 12,2016 ® WARNING -Varity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. * � Design volid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, notJ� a 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 MiTek" 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Truss Type Roof Special 1 Banks Residence K1890582 DESIGN ASSISTANCE, PARADISE, CA uuu nese erste optronall 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:15:58 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-wDJpZC s3DMTvJr51 LJ_DuCG85Hsen4JC54gLeLzRRI F 7-2-0 -2-8 7-0-8 — Scale = 1:23.3 5x8 = 3x6 = T 0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 TC 0.25 BC Vert(LL) 0.05 4-7 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES 0.28 WS 0.04 Vert(TL) Horz(TL) -0.12 0.02 4-7 3 >999 n/a 180 n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 56 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=586/0-3-8,3=579/0-2.0 Max Horz 1=25(LC 7) Max Uplift 1=-183(LC 8), 3=-181(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1019/328, 2-3=-1020/328 BOT CHORD 1-4=-265/929, 3-4=-265/929 WEBS 2-4=-68/283 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES - 1) Unbalanced roof live loads have been considered for this design. COUNTY 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; BUTTE Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BUILDING � I1L. ®I �% DIVISION exposed; Lumber DOL=1.60 plate grip DOL=1.60 to 3) This truss has been designed fora div psf bottom chord live load bottom chord in al with any other live loads. �� ��� 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chard 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. ED 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 181 Ib uplift at joint 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpROFESS/p,(,\ ?AUL QQ LF C 66864 �-P m CK M *k EXP. 09'3012016 /* April 12,2016 ® 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 MiTekO connectors. This design is based onlyupon parameters shown, and is loran 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 always required for stability and to collapse Welk' prevent 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence K1890583 50572BANKS C1 California Girder 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12.13:16:00 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-sc0azuu KIJdZ9EhSk 1 h_dLL14PVFwnVY09SjDzRRI D r 2.9.2 3-7-14 1 4-3.3 5-6-0 6-9-13 1 7.4.2 1 6-2-14 1 11.0-0 2.9-2 0-10-11 0-7.6 1-2-13 1.2-13 0.7.6 0-10-11 2.9-2 ' Scale = 1:18.4 5x8 = 5x8 = 4.00 � 1.5x4 II N N I� I 7-7-14 41 5F-0 1 68.13 1 7 4-2 11-0-0 1 3.7-14 0-7-6 1.2-13 1-2-13 0-745 3-7-14 Plate Offsets (X Y)— (2:0-4-0 0-2-31, f470-4-0.0-2-31, 16 0-6-0 04-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.13 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.28 6-9 >464 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, except T2: 2x4 DF No.1 &Btr G 2-0-0 oc purlins (3-9-13 max.): 2-4. BOT CHORD 2x6 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=500410-3-8,5=3321/0-3-8 Max Horz 1=-195(LC 22) Max Uplift l=-2303(LC 25), 5=-1764(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 1-13=-7247/3678, 2-13=-7332/3451, 2-1 4=-1 091 3/4 8 5 3, 3-14=-10912/4359, 3 -15= -10912/4360,4-15=-10913/4853,4-16=-6838/3303,5-16=-6753/3531 BOTCHORD 1-17=-3090/6217, 1-18=-3245/7235, 18-19=-3136/7235, 19-20=-3136f7235, COUNTY 1�e U V 1 T ,A�'7j'0/ 20 -21= -313617235,6-21=-3136/7235,6-22=-3221/6611,22-23=-3221/6611, BUTTE v 23-24=-322166611, 5-24=-322116611 BUILDING D M S I® N WEBS 3-6=-145/286, 2-6=-1689/3963, 4-6=-189114630 NOTES- _ APPROVED 1) Special connection required to distribute bottom chord toads equally between all plies. 2) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; RpFESS/p Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right Q�OppPUL R�qI F exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� �/__ 2c 6) Provide adequate drainage to prevent water ponding. co 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (a C 66864 -7 T1' 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by'2-0-0 wide will U-1 M fit between the bottom chord and any other members. EXP. 0913012016 9) A plate rating reduction of 20% has been applied for the green lumber members. # 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2303 Ib uplift at joint 1 and 1764 Ib uplift at joint 5. q V1\" 11) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag OF CpL\ loads along bottom chord from 0-0-0 to 2-0-0, 9-0-0 to 11-0-0 for 550.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was,used in the analysis and design of this truss. April 12,2016 Continued on page 2 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. t Design valid for use only with MlekO connectors. This design is based only upon parameters shown, and is for on individual building component, not Be a truss system. Before use. the building designer must verify the opplicobility 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 MiTek' Js always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona. CA 92880 Job , Truss Type qty Ply Banks Residence building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fruss 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/TPI1 Quality Criteria, DSO -89 and SCSI Building Component K1890583 50572BANKS 1 California Girder 1 Job Reference(optional) ��� • ^�� ^ •� ^^^� �_. �^ r.awu s bep za zulo MI I eK Industries, Inc. Tue Apr 12 13:16:00 2016 Page 2, NOTES- ID:WJUfhLNamgLp33Jg4dnm3iy6k8H-scOazuuKljdZ9EhSk1h dLL14PVFwnVY09SjD.zRRID 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 Ib down and 946 Ib up at 2-0-12, 50 Ib down and 54 Ib up at 2-9-2, 78 Ib down and 92 Ib up at 4-0-12, 78 Ib down and 92 Ib up at 5-6-0, 78 Ib down and 92 Ib up at 6-11-4, and 50 Ib down and 54 Ib up at 8-2-14, and 501 Ib down and 946 Ib up at 8-11-4 on top chord, and 1976 Ib down and 649 Ib up at 0-8-12, 34 Ib down and 52 Ib up at 2-0-12, 1955 Ib down and 649 Ib up at 2-9-8, 26 Ib down and 35 Ib up at 2-10-8, 24 Ib down and 36 Ib up at 4-0.12, 1399 Ib down and 469 Ib up at 4-8-12, 24 Ib down and 36 Ib up at 5-6-0, 1403 Ib down and 474 Ib up at 6-8-12, 24 Ib down and 36 Ib up at 6-11-4, 26 Ib down and 35 Ib up at 8-1-8, and 1531 Ib down and 520 Ib up at 8-8-12, and 34 Ib down and 52 Ib up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plo Vert: 1-2=-62, 2-4=-62, 4-5=-62, 7-10=-20 Concentrated Loads (Ib) Vert: 2=54(F) 4=54(F) 3=27(F) 6=14(F) 13=267(F) 14=27(F) 15=27(F) 16=267(F) 17=-1976(B) 18=24(F) 19=-1939(F=16, B= -1.955)20=14(F)21= -1399(B) 22=-1390(F=14, B= -1403)23=16(F)24= -1507(F=24, B=-1531) BUTTE COUNTY BUILDING DIVISIOfV APPROVED-... WARNING - Verity 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 with MlekO 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 properly incorporate this deign 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 MiTek' 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/TPI1 Quality Criteria, DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty in ResidenceK1890584 I/defl L/d PLATES GRIP TCLL 20.0 �Ply1Banks TC 0.08 50572BANKS FL RAFTER >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:00 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-scQazuuKl,jdZ9EhSk1h dLW94cUF MVY09SjDzRRID 3-10-10 4- - .. 3-10-10 0.1.1 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 1-2 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x6'DF No.2 G REACTIONS. (Ib/size) 1=114/0-3-8, 2=119/Mechanical Max Horz 2=38(LC 8) Max Upliftl=-38(LC 8), 2=-29(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- . TOP.CHORD'• Structural wood sheathing directly applied or 4-0-7 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 guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) ' 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 ����� COUNTY fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections.0 I L®I IV G ®MSI ® N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 1 and 29 Ib uplift at �otnt 2. APPROVE® 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQROFESS/O,l,� ?PUC RiL�F2 2UC 66864 m W EXP. 09/30/2016 /* OF C A1UY" —� April 12,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7417 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTea conneclors. This design is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ii�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of Irusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 K1890585 50572BANKS FR RAFTER 8 1 BC 0.00 Vert(TL) -0.01 1-2 >999 180 ' BCLL 0.0 ' Rep Stress Incr Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:00 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-scOazuuKl_jdZ9EhSklh dLW94cUF_MVY09SjDzRRID 3-10-10 0-1-1 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 1-2 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD StrOctural wood sheathing directly applied or 4-0-7 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 guide. REACTIONS. (Ib/size) 1=114/0-3-8, 2=119/Mechanical Max Horz 2=38(LC 8) Max Uplift 1 =-38(LC 8), 2=-29(LC 8) 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=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOLd of of 2 BUTTE COUNTY O ue w 1'VTY 2) 'This truss has been designed for a live load 0.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. BUILDING DIVISION I`�/ I S I o N 3) A plate rating reduction of 20% has been applied for the green lumber 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 38 Ib uplift at joint 1 and 29 Ib uplift at joint APPROVED 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpROFESS/pyv� piaUL Ri��F2 w C 66864 -P m or �+ EXP. 09r30/2016 1\� OF WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mil ea connectors. This design is based only upon parameters shown, and is for an individuol building component, not t� a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��iTY■. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Well(' 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 Crlterta. 0S8-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence 3-8-fi 3.5.15 3-11-10 Plate Offsets fX.Y)-- []4'0-4-0 0-3-01 WEBS 3-14=-28/317, 3-13=-187/318, 4-13=0/285, 4-12=-304/761, K1890586 50572BANKS G1 CALIFORNIA GIRDER 1 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7,.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:01 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-Ko_yBDvyWHrUAJptORYwWqufVUsj Rren2v?FgzRRIC I -0A-O 3-11-10 1 7.5-10 7 -10 -AO 11_ 2-0 14.5-6 14.10-6 22-4.0 I 26-4 4.0-0 3:1111:11 '1 3-5.15 0-5-1 3-3-6 3.3.6 0.5-1 Al3.5.15 3-11-10 4-0-0 5x8 \\ 4.00 1.5x4 II 5x8 // Scale = 1:51.5 3X6 7.11-10 7-r+-10 11-2-0 { 14-10Fi 1r 8-0.6 22-4.0 I ' I 1 7.11-10 3-5.15 + 3-8.6 3-8-fi 3.5.15 3-11-10 Plate Offsets fX.Y)-- []4'0-4-0 0-3-01 WEBS 3-14=-28/317, 3-13=-187/318, 4-13=0/285, 4-12=-304/761, 6-12=-304/761, 6-11=0/285,7-11=-189/318.7-10=-28/317 'BUILDING ®IVISION LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.08 12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL . 1.25 BC 0.32 Vert(TL) -0.24 12 >999 180 grip DOL=1.60 grip BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.07 8 n/a n/a 7) ' 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 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) 8) A plate rating reduction of 20% has been applied for the green lumber members. Q Weight: 257 Ib FT = 20% LUMBER- joint 8. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BRACING - 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. TOP CHORD 2x6 OF No.2 G 'Except' Continued on page 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x4 OF No. 1&Btr G Design valid for use only with MiTea connectors. This design Is based only upon parameters shown, and is for an individual building componenl. not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing -Q• iY® MiTek' 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2x4 OF No. 1&Btr G fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G REACTIONS. (Ib/size) 2=1784/0-3-8, 8=1784/0-3-8 Max Horz 2=-45(LC 5) Max Uplift2=-463(LC 8), 8=-463(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3581/716, 3-4=-3575/779, 4-21=-3985/956, 21-22=-3985/956, 22-23=-3985/956, 5-23=-3985/956, 5-24=-3985/956, 24-25=-3985/956, 25-26=-3985/956, 6-26=-3985/956, 6-7=-3575/779, 7-8=-3581/714 BOT CHORD 2-14=-581/3338, 14-27=-581/3338, 13-27=-581/3338, 13-28=-653/3450, 28-29=-653/3450, 12 -29=-653/3450,12-30=-683/3450,30-31=-683/3450,11-31=-683/3450, 1.10-32=-625/3339, 8-10=-625/3339 5-12=-610/257, UN1-32=-625/3339, �����®COUNTY p WEBS 3-14=-28/317, 3-13=-187/318, 4-13=0/285, 4-12=-304/761, 6-12=-304/761, 6-11=0/285,7-11=-189/318.7-10=-28/317 'BUILDING ®IVISION NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: APPROVED Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QROFESS/O,j, 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; 0 q� ?PUL Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 grip 5) Provide adequate drainage to prevent water ponding. C 66864 _P rn rn 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 P. 0913012016 fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 Ib uplift at joint 2 and 463 to uplift at TF joint 8. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OF CA0F 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 12,2016 Continued on page 2 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mil -7473 rov. 10/03/2015 BEFORE USE. ■! e�e Design valid for use only with MiTea connectors. This design Is based only upon parameters shown, and is for an individual building componenl. not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing -Q• iY® MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 JobTruss Type Oty Ply . Banks Residence 50572BANKS G1 �TrUss CALIFORNIA GIRDER 1 Job Reference o tional K1890586 DESIGN ASSISTANCE. ANCE. PARADISE, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:02 2016 Page 2 NOTES- ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-p7YKOZwaGbzKoTO4a939320gFuCylu5nOieZn6zRRIB 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 136 Ib up at 7-11-12, 142 Ib down and 121 Ib up at 10-0-12, 142 Ib down and 126 Ib up at 11-2-0, and 142 Ib down and 121 Ib up at 12-3-4, and 159 Ib down and 136 Ib up at 14-4-5 on top chord, and 256 Ib down and 115 Ib up at 4-0-12, 75 Ib down at 6-0-12, 79 Ib down and 47 Ib up at 8-0-12, 80 Ib down and 47 Ib up at 10-0-12, 80 Ib down and 47 Ib up at 11-2-0, 80 Ib down and 47 Ib up at 12-3-4, 79 lb down and 47 Ib up at 14-34, and 75 Ib down at 16-3-4, and 256 Ib down and 115 Ib up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-6=-62, 6-9=-62, 15-18=-20 Concentrated Loads (Ib) Vert: 14=-171(F) 12=-44(F) 5=:142 10=-171(F) 21=-94 23=-142 24=-142 26=-94 27= -36(F)28= -42(F) 29=-44(F) 30=-44(F) 31=-42(F) 32=-36(F) r r • A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/07/2015 BEFORE USE,©R Design valid for use only with Ml1ea connectors. This design is based only upon parameters shown, and is for an individual building component, not • L+,. de 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 MiTek` is always required for slabi6ly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricolion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type pty Ply 0-4-0 0 3 0] 505728ANKS G2 California 1 1 7Ban1sidenceK1890587 nr=cir_N ASSISTANCE PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 nce (optional) PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:02 2016 Page 1 I D: Vv3UfhL NamgLp33Jg4dnm3iy6k8H-p?YKOZwaGbzKoTO4a939320nVuDDjlfnOieZn6zRRI B V'R4.0.0 9-5-10 0.5-1 2.6-12 0-5-1 9-5-10 4.0.0 5x8 5x8 = Scale = 1:51.5 4.11-10 _ 4-11.10 9-5-10 I 4-5-15 12.10.6 + 3A-19 17.4-6 I 29-4-111 4.5-15 4-11-10 Plate Offsets (X Y)-- f3 0-2-4 0-2-81 WO -2-8.0- 0-1-41 f10 0-4-0 0 3 0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.09 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.21 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 128 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins, except T2: 2x4 DF No.1 &Btr G 2-0-0 oc purlins (5-2-4 max.): 3-4, BOT CHORD 2x4 DF No. 1&Bir G BOT CHORD Rigid. ceiling directly applied or 6-8-14 oc bracing. WEBS 2x4 DF No.1&Bir G MiTek —recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1234/0-3-8,5=1234/0-3-8 Max Horz 2=-49(LC 5) Max Uplift2=-471(LC 8), 5=-471(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1917/656, 3-17=-1605/612, 17-18=-1608/613,4-18=-1622/614,4-5=-20501700 BOT CHORD 2-10=-520/1729, 9-10=-495/1610, 8-9=-541/1737, 7-8=-545/1747, 5-7=-597/1879 �����®� WEBS 3-10=-97/282, 3-9=-88/287, 4-9=-281185,4-7=-1 12/298 1 n \ �N� A� NOTES- BUILDING, DIVISION 1) Unbalanced roof live loads have been considered for this design. P OV E 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; B=45ft; L=24ff; eave=oft; APPROVED a . I; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471 Ib uplift at joint -2 and 471 Ib uplift at joint 5. pRpFESS/ON 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AUL q� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �wQ Q R/G FiG 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 158 Ib up at C9 9-11-12, and 77 Ib down and 39 Ib up at 11-2-0, and 153 Ib down and 158 Ib up at 12-5-15 on top chord. The design/selection of such w C 6G864 rm, connection device(s) is the responsibility of others. Of rn LOAD CASE(S) Standard EXP. 0913012016 ,t 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) T IV �P Vert: 1-3=-62, 3-4=-62, 4-6=-62, 11-14=-20 TF OF CAIiSFO Continued on page 2 April 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with mlek& connectors. This design is based only upon parameters shown. and is for on 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 �A building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the tabdcolion, storage, delivery, ereclion and bracing of trusses and truss systems. see ANSI/TPII Cluallty Criteria, DS8-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. , Corona, CA 92880 Job )Ub7ZBANKS - IG2 .DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=40 17=40 18=-60 Truss Type Qty Ply Banks Residence California 1 1 K1890567 Job Reference o lional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:02 2016 Page 2 I D: VV3UfhLNamgLp33Jg4dnm3iy6k8H-p?YKOZwaGbzKoTO4a93932Qn VuDDjtfnOieZn6z R RI B r BUTTE COUNTY BUILDING , • APPROVED - WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlea 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilionol 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 Criterto, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ra MiTek 250 Klug Circle Corona, CA 92aeo Job Truss Truss Type Oty Ply Banks Residence K1890588 50572BANKS G3 Roof Special 1 1 Job Reference (optional) iGN ASSTS I ANGt, HAHAUIyt, (:A 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:03 2016 Page 1 ID:VV3UfhLNamgLp33Jg4dnm3iy6k8H-HB6icvwC l v5BQdzG8saObFzyFIYxSL9xFM06JYzRRIA -4-0-0 6.(1•'i 11- -0 16 3 22-0•D 26-4-0 4-0-0 61-3 5-1-13 —1'3 6-0-3 6-0.3 - 4-0-0 - Scale = 1:49.8 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.10 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.24 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1164/0-3-8,6=1164/0-3-8 Max Horz 2=54(LC 7) Max Uplift2=416(LC 8), 6=-416(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1838/513, 3-4=-1624/507, 4-5=-1624/507, 5-6=-1838/513 BOT CHORD 2-9=-378/1681, 8-9=-240/1221, 6-8=-378/1681 WEBS 4-8=-137/474, 5-8=-281/68,4-9=-137/474, 3-9=-281/68 NOTES- BUTTE COUNTY, ' 1) Unbalanced roof live loads have been considered for this design. � 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.11;UIL®ING ®IV Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right A APPROVED. exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 Ib uplift at joint 2 and 416 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . �OQROFESSIp,�,q Q PAULco w C 66864 m a * EXP. 09130/2016 April 12,2016 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 ANTek® connectors. This design is based only upon parameters shown, and is for on 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 MiTek is always required for stobility and to prevent collapse with possible personal injury and properly damage. For general guidonce regarding the fabrication. storage, delivery, erection and bracing of trusses and Iruss systems. see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 G4 Truss Type Roof Special Banks Residence K1890589 DESIGN ASSISTANCE, . PARADISE, CA uoo r<ererence o Clonal 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 14 13:16:03 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-HB61cvwClv5BQdzG8saObFzyFIYeSK xFM06JYzRRIA 4-0-02-06-0.3 ifi- 99-4-n 5.1.13 5.1-13 6-0-3 Scale = 1:44.4 5x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 TC 0.41 BC Vert(LL) 0.10 7-8 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES 0.36 WB 0.07 Vert(TL) -0.24 Horz(TL) 0.06 7-8 >999 180 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEBS 2x4 OF No.1 &Bir G MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=896/0-3-8,2=1183/0-3-8 Installationuide. Max Horz 2=72(LC 4) Max Uplift6=-275(LC 8), 2=-427(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1893/544,3-4=-1678/538,4-5=-1777/589.5-6=-2009/618 BOT CHORD 2-8=-467/1733, 7-8=-331/1276, 6-7=-548/1873 WEBS 4-7=-202/560,5-7=-373/121,4-8=-134/472,3-8=-281/69 NOTES- BVTTE®UN� 1) Unbalanced roof live loads have been considered for this design. BLALDING DIVISION 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. if; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right ®�ppp��u exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 5) A plate'rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 Ib uplift at joint 6 and 427 Ib uplift at joint 2. 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Op(tOF E SS/pt,� pWL - w C 66864 m *` jAP. 09/3012016 OF CAO. April 12,2016 ® WARNING • Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vorid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design incorporate W2, parameters and properly 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 stabilily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Truss Truss Type aty PlyBanks Residence G4D Roof Special , K1890590 DESIGN ASSISTANCE, PARADISE, CA uoo rceterence liana! 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:04 2016 Page 1 4-0-0 B-03 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-INg4pFxgoCD2lmYSha5d8TW77iutBn74TO7fs zRR19 4-0-0 6 0 3-- -- 2-4-D 5-1-13 5.1.13-r 8-0.3 l Scale = 1:44.4 5x8 = 3x6 = l� LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC20127TPI2007 CSI. TC 0.41 BC 0.36 WB 0.08 (Matrix -M) DEFL. in (lac) I/deft Ud Vert(LL) 0.10 7-8 >999 240 Vert(TL) -0.24 7-8 >999 180 Horz(TL) 0.06. 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing BOT CHORD 2x4 OF No. 1&Bir G directly applied or 5-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. WEBS 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 6=896/0-3-8.2=1183/0-3-8 Installationuide. Max Horz 2=72(LC 17) Max Uplift6=-430(LC 26), 2=-581 (LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/947, 34=-1678!711, 4-5=-1777/783, 5-6=-2009/1019 BOT CHORD 2-15=-703/1733, 8-15=-486/1733, 7-8=-331/1276, 7-16=-567/1873, 6-16=-784/1873 WEBS 4-7=-218/560, 5-7=-373/133, 4-8=-150/472, 3-8=-281/81 BUTTE C®UNW NOTES - 1) Unbalanced B BUILDING DIVISION roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 1I;APPROVED Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 Ib uplift at joint 6 and 581 Ib uplift at joint 2. 7) This truss has been designed for a total drag load of 900 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 20-4-0 to 22-4-0 for 225.0 plf. 8) "Semi-rigid including pitchbreaks heels" Member end fixity model was used in the analysis and design of this truss. QRpFESS/pN Q q/� PAUL CO C 66864. m ` u X EXP. 09130;2016 F CASE April 12,2016 ® WARNING - Verify 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 MlekO 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 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 bracing permanent 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 MiTek ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314. 250 Klug Circle Corona, CA 92880 Truss Type California DESIGN ASSISTANCE, PARADISE, CA Banks Residence K1890591 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:05 2016 Page 1 I0:W3UfhLNamgLp33Jg4dnm3iy6k8H-DaET1 bySZWLvfw7eFHcshg2HV5DhwEQEigtDORzRRl8 4-0-0 9.5-10- - - - 210 0.5.1 2.5-11 •6- 9-5.10 5x8 = 5x8 = Scale = 1:45.7 Jxts = 3x6 = 1.5x4 II 1-bx4 3x8 = Plate Offsets (X Y)— [3.0-2-8 0-1-131 [4:0-2-8 0-1-4) 19-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.08 6-7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.19 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 119 Ib FT = 20% LUMBER BRACING - DF T2: 2x4 DF No. TOPCHORD 2x6 DF o. 'Except' TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except 2-0-0 oc purlins (5-3-4 max.): 3-4. BOT CHORD 2x4 DF No.1 &Btr G G tr G WEBS 2x4 DF No. 188tr G BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 5=914/0-3-8,2=1204/0-3-8 Installation guide. Max Horz 2=69(LC 4) Max Uplift5=-298(LC 8), 2=-454(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1830/606, 3-16=-1520/563, 4-16=-1534/564, 4-5=-2076/705 BOT CHORD 2-9=-504/1646, 8-9=-473/1523, 7-8=-513/1648, 6-7=-516/1656, 5-6=-613/1910 WEBS 3-9=-84/284, 3-8=-110/290, 4-8=-278/111, 4-6=-132/350 NOTES- BUTTE COUNTY 1) Unbalanced roof live loads have been considered for this design. L®I I A' d ®Iv� S O 1 p p �! 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; � t Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at joint 5 and 454 Ib uplift at joint 2. QRpFESSln 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q�O� qp ut RNLI F2 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 164 Ib up at QQGtr 9-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. w C 66864 2 m LOAD CASE(S) Standard f71 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 EX . ;09/30'2 16 Uniform Loads (plf) • �* Vert: 1-3=-62, 3-4=-62,4-5=-62, 10-13=-20 Continued on page 2 April 12,2016 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �� Design voliid for use only wilh'Iv47ek0 connectors. This design is based only upon parameters shown. and is for on 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 properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterlo, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence r 50572BANKS G5 California1 K1890591 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:05 2016 Page 2 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-DaET 1 bySZWLvfw7eFHcshg2HV5DhwEQ EigtOORzRRIB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-39 SUTTE COUNTY BUILDING DIVISION 2 APPROVED, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. , Design volid for use only with M*TekO connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall -•�Y6� 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 to MiTek stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the labricolion, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Truss Type Ply I Banks Residence 1o/coHrvna IG6 IHip Girder 1- K18901921 DESIGN ASSISTANCE PARADISE CA Job Reference (optlonah 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Apr 12 13:16:06 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-hmnrExz5KgUmH4irp 75DubVLVTUfh5NxKcmwtzRRl7 4-0-045-3 2-11-11 OS -1 3.2.5 3.2-5 0S-1 2.11-11- 4-5.3 5x8 3x10 = 5x8 Scale = 1:45.7 qxo i.axq n 3x10 = 1.5x4 II 4x6 = Plate Offsets (x Y)- (13:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.12 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.30 12-13 >883 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) . 0.09 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 8=1476/0-3-8,2=2707/0-3-8 Max Harz 2=65(LC 4) Max Uplift8=-453(LC 5), 2=-907(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6018/1899, 3-4=-5186/1625, 4-20=-4944/1560, 20-21=-4976/1570, 21 -22= -4977/1570,5 -22=-4986/1569.5-6=-3381/1103.6-7=-3551/1147,7-8=-3638/1137 BOTCHORD 2-23=-1743/5582, 13-23=-1743/5582, 13-24=-1743/5582, 12-24=-1743/5582, ��� (�®�N`r�/ 11-12=-1480/4744, 10-11=-1480/4744,9-10=-1041/3390,8-9=-1041/3390 BUTTE COUNTY i WEBS 3-13=-334/923, 3-12=-713/268, 4-12=-326/938, 5-12=-488/557, 5-10=-1696/520, BUILDING6-10=-330/1029 DIVISION NOTES- IPPR®VE® 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right OQRpFESS/Oyy� exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. �� ?Put 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for alive 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. 8) 66864 7 m LU 8) A plate rating reduction of 20% has been applied for the green lumber members. A 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 Ib uplift at joint 8 and 907 Ib uplift at * P. 0913012016 joint 2. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I Q 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. TF OF r, ALF � Continued on page 2 pill 12,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 rev. 10107/2015 BEFORE USE. ■�� Design valid for use onty with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not th a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into e 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 properly damage. For general guidance regarding the Mitek' fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSIJPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type ' Dty Ply Banks Residence 505728ANKS G6 Hip Girder 1 n L K1890592 ' Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Reference (optional) �� �•� , �^ I.aqu s bep z9 zul a ml I eK Industries, Inc. Tue Apr 12 13:16:06 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-hmnrExz5KgUmH4irp 75DubVLVTUfh5NxKcmwizRRl7 NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 611 Ib down and 294 Ib up at 8-1-8 on top chord, and 489 Ib down and 200 Ib up at 4-0-12, and 1003 Ib down and 291 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-6=-62, 6-8=-62, 14-17=-20 Concentrated Loads (Ib) Vert: 20=-611 23=-489(8)24=-1003(B) WARNING -Verify design peremefers'and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. ' Design valid for use only with Mlek® 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 property incorporate [his 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 M iTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 1' 150572BANKS DESIGN ASSISTANCE, Truss Type Corner Rafter PARADISE. CA 22-11.14 2.83 12 5 10 Ply I Banks Residence K1890593 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:06 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-hmnrExz5KgUmH4irp 75DubYQVfufirNxKcmwtzRR17 12 311 Scale = 1:40.4 14 9 13 8 to 3.9.4 2 11-11 2.9-1 15-9-13 18-n-12— 20.10-1j_ 15 2-9-15 9915 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 TCDL 11.0 Lumber DOL 1.25 BC 0.00 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G REACTIONS. All bearings 0-2-2 except (jt=length) 1=0-1-15, 9=0-1-12, 2=0-4-4. (lb) - Max Horz 1=186(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 9, 2, 3, 4,'5'. 6, 7, 8 Max Grav All reactions 250 Ib or less at joint(s) 1, 9, 2, 3, 4, 5, 6, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in Vert(LL) -0.01 (loc) I/deft Lid PLATES GRIP 1-2 >999 240 Vert(TL) -0.01 1-2 >999 180 Horz(TL) -0.00 9 n/a n/a Weight: 53 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD oc purlins. 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. NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber D6L=1.60 plate grip DOL=1.60 BUTTE COUNTY O U N t) Y 2) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will,�! I W ' T fit between the bottom chord and any other members.BUILDING ®p � / I C I O p 3) A plate rating reduction of 20% has been applied for the green lumber members. 1 !! �7 � �E 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 9, 3, 4, 5, 6, 7, 8.$ � � ®� \M// 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 2, 3, 4, 5, 6, 7, 8. P 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 9, 2, 3, 4, 5, 6, 7, 8. 7) "Semi-rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 Ib down and 21 Ib up at 11-1-4, 22 Ib down and 21 Ib up at 13-11-3, 22 Ib down and 21 Ib up at 16-9-2, and 22 Ib down and 21 Ib up at 19-7-1, and 22 Ib down'and 21 Ib up at 22-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard pRpFESS/ON 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 �pAUL RSL l 2c Uniform Loads (plf) F Vert: 1-9=-62 w `S� C 66864 n rnrn * XR09f30/20i6 F CA April 12,2016 WARNING • Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design vorid for use only with Mlek® connectors. This design is based only upon parameters shown, and is (Oran individual building component, not e a truss system. Before use, the building designer must verifythe 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 MiTek" fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty ply Banks Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 7-8 >999 240 K1890594 505728ANKS H2 Corner Rafter 1 1 , BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 8 n/a n/a Job Reference (optional) UtSIGN ASSISI ANCE, PARADISE, CA 10 19-9-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:07 2016 Page 1 ID:Vv3UfhLNamgLp33Jg4dnm3iy6k8H-9yLDRHzj57cduEH1 NifKm58iKv_7095W9_MKTJzRRl6 Scale = 1:33.6 8 M 7 to 2.83 12 13 6 12 5 11 0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 7-8 >999 240 250 Klug Circle TCDL 11.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.00 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) 'Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied'or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 8=0-1-12. (lb) - Max Horz 2=161(LC 4) Max Uplift All uplift 100 Ib or less at joints) 8, 3, 4, 5, 6, 7 except 2=-125(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 8, 3, 4, 5, 6, 7 except 2=294(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) ' 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 p fit between the bottom chord and any other members. BUTTE COUNTY 3) A plate rating reduction of 20% has been applied for the green lumber members. BUILDING DIVISION 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 2, 3, 4, 5, 6, 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 3, 4, 5, 6, 7 except Qt=1b) 2=125. APPROVED 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 2, 3, 4, 5, 6, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 Ib down and 18 Ib up at 4-1-2, 19 Ib down and 18 Ib up at 6-11-1, 19 Ib down and 18 Ib up at 9-9-0, and 19 Ib down and 18 Ib up at 12-6-15, and 19 Ib down and 18 Ib up at 15-4-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �O9? OF ESS/ON� LOAD CASE(S) Standard �Q �� p PUL 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plo w C 66864 m Vert: 1-8=-62 or EXP. 09130/2016 OF C April 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. 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 MiTek' 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, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexond . VA 22314. Corona, CA 92880 Job Truss Truss Type Qly Ply Banks Residence 50572BANKS HRA DIAGONAL HIP GIRDER 2 11.0 K1890595 Job Reference (optional) 4 Abblb IANCE, PARADISE, CA 5.7.14 . 2.9.15 345 = 7.640 s Sep 29 2015 MiTek Industries. Inc. Tue Apr 12 13:16:08 2016 .Page 1 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-dgvbfd_LsRkU WOsDwPAZI JggeJJY7cKgOe5t7mzRRl5 i3-11-5 ' Scale = 1:80.3 2.83 12 11 12 N 10 Jo 9 4X6 = 8 7 6 5 v' 4x6 4 - W 18 3 17 13 LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 TCDL 11.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL . 10.0 Code IBC2012rrPI2007 (Matrix -M) DEFL. in (loc) I/deFl Lid PLATES GRIP Vert(LL) -0.11 13 >634 240 MT20 220/195 Vert(TL) -0.53 1 >128 120 Horz(TL) -0.01 2 n/a n/a Weight: 185 Ib FT = 20% LUMBER- BRACING-' TOP CHORD 2x6 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except Ot=length) 12=Mechanical, 2=0-8-6. (lb) - Max Horz 2=331 (LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 6, 12, 3, 4, 5, 7, 8, 9, 10, 11 except 2=-210(LC 4) Max Grav All reactions 250 Ib or less atjoint(s) 6, 12, 3; 5, 7, 8, 9, 10, 11 except 2=760(LC 1), 4=299(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 1 O (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ����� COUNTY 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right BUILDING ®I V I I exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 APPROVED fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 3, 4, 5, 7, 8, 9, 10, 11. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 12, 3, 4, 5, 7, B. 9, 10, 11 except (jt=1b) 2=210. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 3, 4, 5, 7, 8, 9, 10, 11. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 -lb down and 53 Ib up at -0-0-7, 99 Ib down and 53 Ib up at -0-0-7, 113 Ib down and 148 Ib up at 2-9-0, 59 Ib down and 132 Ib up at 2-9-0, 39 Ib down and 88 Ib up at 5-7-7, 52 Ib down and 50 Ib up at 8-5-6, 83 Ib down and 32 Ib up at 8-5-6, 88 Ib down and 59 Ib up at 11-3-5, 39 Ib down and 37 Ib up at 14-1-4, 40 Ib down and 38 Ib up at 16-11-3, 40 Ib down and 38 Ib up at 19-9-2, 40 Ib down and 38 Ib up at 22-7-1, 40 Ib down and 38 Ib up at 25-5-0, 40 Ib down and 38 Ib up at 28-3-0, and 40 Ib down and 38 Ib up at 31-0-15, and 39 Ib down and 37 Ib up at 33-10-9 on top chord, and 83 Ib down and 61 Ib up at 2-9-15, and 29 Ib down and 45 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - Verify 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 MTekO 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 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 brocing 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 ond'iruss systems. see ANSI/TPII Quality Criteria. DS6•89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. OQROFESS/ONS ?AUL CO C 66864 -P LU 09/30/2016 /* MiTek' 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Oly Ply Banks Residence a truss system. Before use, the building designer must verily 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 MiTek K1890595 505728ANKS HRA DIAGONAL HIP GIRDER 2 ` Job Reference optional) vwrow naana i ni.vc, rnnnvioc, �.n r.o4U s sep zu Zul o Mt I eK Inaustries, mc. I ue Apr 1 Z 13:16:08 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-d9vbfd LsRkUWOsDwPAZIJggeJJY7cKgOe5t?mzRRl5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-62, 13-14=-20 Concentrated Loads (lb) Vert: 2=-62(F=-31, B=-31) 13=0(F=8, B=-8) 3=75(B) 4=25(F) 17=63(F=40, 8=23) 18=65(F=32, B=33) COUNTYBUTTE BUILD-ING s is APPROVED ®WARNING - Verfry 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 Mllek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verily 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 MiTek is always required for stability and to prevent collapse with possible personal injury and properly 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314, I Corona, CA 92880 Job Truss Truss Type Oty Ply Banks Residence v K1890596 50572BANKS HRB Diagonal Hip Girder 2 3 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 5-7.14 2-9-15 ' 2.83 12 36 = 7.640 s Sep 29 2015 MiTek Industries, Inc: Tue Apr 12 13:16:08 2016 Page 1 I D: W3UfhLNamg Lp33Jg4dnm3iy6k8H-d9vbfd_LsRk U WOsDwPAZI JgroJ117cKgOe5t?mzRRl5 . 10.0- 7-2-3 Scale: 3/8"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.10 6 >650 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.54 1 - >125 120 BCLL 0.0 ' Rep Stress Inco NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2x4 DF No. 1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=730/0-4-3, 3=-52/0-2-2, 4=203/0-2-2 Max Horz 2=141(LC 4) Max Uplift2=-277(LC 4), 3=-166(LC 13), 4=-101(LC 8) Max Grav2=730(LC 1), 3=178(LC 24), 4=249(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 10d (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 13 UTTE COUNW W exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' �� C DIVISION 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 ' III fit between the bottom chord and any other members. APPROVED 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=277, 3=166, 4=101. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. pR()FESS/OM 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 53 Ib up at -0-1-15 q Al1� , 99 Ib down and 53 Ib up at -0-1-15, 113 Ib down and 148 Ib up at 2-7-8, 59 Ib down and 132 Ib up at 2-7-8, and 39 Ib down and 88 Ib �Q� pRjIl F'L up at 5-5-15, and 122 Ib down and 115 Ib up at 8-3-14 on top chord, and 66 Ib down and 89 Ib up at 2-9-15, and 12 Ib down and 73 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0 C 6 8 6 7 m LOAD CASE(S) Standard X) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 * XP. 09/30,'2016 Uniform Loads (plf) Vert: 1-5=-62, 6-7=-20 Continued on page 2 ® WARNING -Verify design parenteters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlek® 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 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 11 A(7'e l� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V f 1 fabrlcolion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 April 12,2016 4 v 0 3 10 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.10 6 >650 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.54 1 - >125 120 BCLL 0.0 ' Rep Stress Inco NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2x4 DF No. 1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=730/0-4-3, 3=-52/0-2-2, 4=203/0-2-2 Max Horz 2=141(LC 4) Max Uplift2=-277(LC 4), 3=-166(LC 13), 4=-101(LC 8) Max Grav2=730(LC 1), 3=178(LC 24), 4=249(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 10d (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 13 UTTE COUNW W exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' �� C DIVISION 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 ' III fit between the bottom chord and any other members. APPROVED 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=277, 3=166, 4=101. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. pR()FESS/OM 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 53 Ib up at -0-1-15 q Al1� , 99 Ib down and 53 Ib up at -0-1-15, 113 Ib down and 148 Ib up at 2-7-8, 59 Ib down and 132 Ib up at 2-7-8, and 39 Ib down and 88 Ib �Q� pRjIl F'L up at 5-5-15, and 122 Ib down and 115 Ib up at 8-3-14 on top chord, and 66 Ib down and 89 Ib up at 2-9-15, and 12 Ib down and 73 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0 C 6 8 6 7 m LOAD CASE(S) Standard X) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 * XP. 09/30,'2016 Uniform Loads (plf) Vert: 1-5=-62, 6-7=-20 Continued on page 2 ® WARNING -Verify design parenteters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlek® 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 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 11 A(7'e l� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V f 1 fabrlcolion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 April 12,2016 Job Truss Truss Type Dty Ply Banks Residence ` K1890596 50572BANKS HRB Diagonal Hip Girder 2 Job Reference o tional) UtbIUN Abblb l ANUt, FAKAUIbt, UA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:08 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-d9vbfd LsRkUWOsDwPAZIJgroJ117cKgOe5t?mzRRl5 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-62(F=-31, B=-31) 6=57(F=20, B=37) 3=75(F) 4=14(B) 10=63(F=23, B=40) Ab. �. MIN .� ® WARNING -Verify 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 M*TekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricotion, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/11`11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Intormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type CITY Ply Banks Residence 50572BANKS HRC Diagonal Hip Girder 2 11.0 K1890597 r1CC1r].I nnn nn,cr n. BCLL 0.0 ' Rep Stress Incr Job Reference (optional) 5.7.14 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 TCDL 11.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.18Btr G 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:09 2016 Page 1 I D:MUfhLNamgLp33Jg4dnm3iy6k8H-5LTzsz?zdlsL8YRQ U7horWDzSjges3apd IrQXCzRR I4 3-11-5 Scale= 1:19.3 2.83172 3 4 2 ) a 10 6 3x6 = 3x6 = DEFL. in floc) I/deft Lid PLATES GRIP Vert(LL) -0.01 9 >999 240 MT20 220/195 Vert(TL) 0.01 6-9 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 54 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-4-3, 4=0-2-2. (lb) - Max Harz 2=95(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 4 except 2=-434(LC 4), 3=-551 (LC 17) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=844(LC 1), 3=326(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - EXP. 0 913 012 0 16 1) 2 -ply truss to be connected together as follows: * Top chords connected with 10d (0.131'x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Vt` �Q Bottom chords connected with 10d (0.131'x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 1 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply COUNTY �UTTE G®UN� T connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; B L� I 1QE G DIVISION Exp enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not exposs ed; Lumber DOL=1.60 plate grip DOL=1.60 APPROVED building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for M iTel� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Klug Circle 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 Carona, CA 92880 fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 4 except Qt=1b) 2=434,3=551. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. ROFESS/p P N-1 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hangers) t�Q ?NUL or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 53 Ib up at -0-1.15 171 Ib down , and and 338 Ib up at 2-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of -C) Z C 66864 others. LU rn LOAD CASE(S) Standard EXP. 0 913 012 0 16 1) Dead + Roof Live (balanced): Lumber I6crease=1.25, Plate Increase=1.15 * Uniform Loads (plf) Vt` �Q Vert: 1-5=-62, 6-7=-20 9 OF CAUL Continued on page 2 April 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED W rEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. 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 is for M iTel� always required stability and to prevent collapse with possible personal injury and property ddmage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Klug Circle Carona, CA 92880 Job Truss Truss Type ally Ply Banks Residence K1890597 50572BANKS HRC Diagonal Hip Girder 2 Job Reference (optional) UCDIUN Abalb I ANLIr. I'AKAUIJC, UA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-31(F) 3=107(B) /.b4U s Sep 29 201b MIT elk Industries, Inc. Tue Apr 12 13:16:09 2016 Page 2 I D:VJ3UfhLNamg Lp33Jg4dnm3iy6k8H-5LTzsz?zdlsL8YRQU7horVVDzSjges3apolrQXCzRR I4 WARNING. Verity design parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10/03/2015BEFORE USE. Design valid for use only with M-TekO connectors. This design is based only upon parameters shown, and is for on individual building component. not o 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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and propedy damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cdterlo, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 """ I Truss Type 151572BANKS HRG Diagonal Hip Girder DESIGN ASSISTANCE, PARADISE, CA 5.7-14 2-9-15 3x6 = Ply Banks Residence 12 K1890598I Job Reference (optional) 7.640 s Sep 29 2015 I0:W3UfhLNamgLp33Jg4dnm3iy6kI 8H aX1L4lObO2Tek l Cmh7c2gC10es. Inc. Tue JmBI6r 12 - DbWgzs a_ 3 zRRl3 12-10-1 4x6 % 12 2.83 12 Scale = 1:43.2 LOADING (psf) SPACING- 2-0-0 CSI., DEFL. Top chords connected with 1 Od (0.131'x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 1 O (0.131'x3") nails as follows: 2x4 TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 in Vert(LL) -0.10 (loc) I/deft Lid 7 PLATES GRIP TCDL 11.0 BCLL 0.0 ' Lumber DOL 1.25 BC 0.17 Vert(TL) -0.54 >653 240 1 >125 120 MT20 220/195 BCDL 10.0 Rep Stress Incr NO Code IBC2012/TPI2007 WB 0.00 Horz(TL) -0.01 2 n/a" nla 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down R�FESSIpNy� (Matrix -M) Q pAUL R�GF up at 8-3-14, 83 Ib down and 32 Ib up at 8-3-14, 88 Ib down and 59 Ib up at 11-1-13, and 39 Ib down and 37 Ib up at 13-11-12, and 24 Ib down and 16 Ib up at 15-8-0 on top Q� 2c chord, and 66 Ib down and 89 Ib up at 2-9-15, and 12 to down and 73 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� Z LUC 66864 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 In � XP. 09130!2016 *" k Uniform Loads (plf) Vert: 1-6=-62, 7-8=-20 Weight: 104 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BRACING - BOT CHORD 2x4 DF No. 1&8tr G TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-4-3, 4=0-4-4. (lb) - Max Horz 2=186(LC 20) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5 except 2=-266(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 3, 5 2=730(LC except 1), 4=269(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 1 Od (0.131'x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 1 O (0.131'x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections ply have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45h; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed'; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 BUTTE®� (� V t-�-Op i � i 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 � i S p &� ®B DIVISION BUJ BUILDING the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint s) 3, 5. �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5 except Qt=1b) 2=266. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. "Semi-rigid 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down R�FESSIpNy� and 53 Ib up at -0-1-15 , 99 Ib down and 53 Ib up at -0-1-15, 113 Ib down and 148 Ib up at 2-7-8, 59 Ib down and 132 Ib up at 2-7-8, 39 Ib down and 88 Ib up at 5-5-15, 52 Ib down and 50 Ib Q pAUL R�GF up at 8-3-14, 83 Ib down and 32 Ib up at 8-3-14, 88 Ib down and 59 Ib up at 11-1-13, and 39 Ib down and 37 Ib up at 13-11-12, and 24 Ib down and 16 Ib up at 15-8-0 on top Q� 2c chord, and 66 Ib down and 89 Ib up at 2-9-15, and 12 to down and 73 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� Z LUC 66864 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 In � XP. 09130!2016 *" k Uniform Loads (plf) Vert: 1-6=-62, 7-8=-20 \P Continued on page 2 1= April 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Im Design vorid for use only with ANiek•O connectors. This design is based only upon parameters shown, and is for on individual building component, not ' o 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 bucklingpt individual truss web and/or chord members only., pL 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 p iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria. DSB-89 and SCSI Building Component .250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA' 92880 Job Truss Truss Type Ply Ply - Banks Residence K1890598 50572BANKS HRG Diagonal Hip Girder 2 Job Reference optional) ucalulm MJJIJ 1 MIVUC, t-Mrimulot, VH 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:10 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-aX1L410bO2_Cmh7c2gC10jmB16 DbWgzsya_3ezRRl3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=75(F) 2=-62(F=-31, B=-31) 7=57(F=20, B=37) 4=25(8) 11=63(F=23, B=40) 12=65(F=33, B=32) BUTTE COUNTY®N BUILDING®IVIS APPROVED ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlekV 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 property incorporate this design into the overall ■��Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracp Ing iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/11`11 Quality Criteria. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Banks Residence • Scale = 1:43.3 2.83 K1890599 50572BANKS HRM Diagonal Hip Girder 1 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:10 2016 Page 1 I -5-7.14 I 2-A-7 I0:W3UfhLNamgLp33Jg4dnm3iy6k8H-aX1L410bO2_Cmh?c2gC10jm4g6?CbWgzsya 3ezRRl3 15.8-0 ' 5-7-14 2.8 I -7 12-11-9 • Scale = 1:43.3 2.83 5 6 4 I� 4x6 s 12 3 11 _N 2 1 7 36 = I Plate Offsets (X_Y)-- [2 0-2-8.Edge) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) ,I/deo L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.10 7 >684 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.52 1 >129 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 103 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-7.oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-4-3, 4=0-4-4. I (lb) - Max Horz 2=186(LC 20) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 3=-241 (LC 6), 2=-249(LC 4), 4=-230(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 5 except 3=698(LC 1), 2=757(LC 1), 4=787(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 1 Od (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131"0") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 3=241 .2=249,4=230. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 53 Ib up at -0-1-15 , 99 Ib down and 53 Ib up at -0-1-15, 113 Ib down and 148 Ib up at 2-7-8, 59 Ib down and 132 Ib up at 2-7-8, 39 Ib down and 88 Ib up at 5-5-15, and 1189 Ib down and 428 Ib up at 8-3-14, and 52 Ib down and 50 Ib up at 8-3-14 on top chord, and 83 Ib down and 61 Ib up at 2-8-7, and 29 Ib down and 45 Ib up at 2-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Continued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlek® connectors. This design is based only upon parameters shown, and Is for on 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 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 11 Quality Criterla• DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondn0, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED oQROF E SS/p�,q ?)aUL R�G�F2 C 66864 A XP. 09/30/2016 /* i Mitek' 250 Klug Circle Corona, CA 92880 April 12,2016 Job Truss Truss Type Oty Ply Banks Residence 50572BANKS HRM Diagonal Hip Girder 1 2 K1690599 Job Reference o tional ` VCJIVry NJJIJ rMrv�.C, rr mmurac, 7.64U s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:10 2016 Page 2 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-aX1L410bO2_Cmh?c2gC1Ojm4g6?CbWgzsya 3ezRRl3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-62, 7-8=-20 Concentrated Loads (lb) Vert: 3=75(F) 2=-62(F=-31, B=-31) 7=0(F=-8, 8=8) 11=63(F=23, B=40) 12=-1156(F=33) BUTTE COUNTY T 13UILDING DIVISION APPROVED ® WARNING - Verity 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 MITea connectors. This design is based only upon parameters shown, and is for on 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 �iTek' 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 5057213ANKS J1 Jack -Open g 1 K1890600 nccrn_ni nccicrn anc Rep Stress Incr YES BCDL 10.0 Job Reference (optional) FARRUIJC, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:11 2016 Page 1 I D:VJ3UfhLNamg Lp33Jg4dnm3iy6k8H-2jbkHe 1 09M63NraocYjGwxlJE WLtKz464cKXc5zRRl2 4-M 1-10.10 0-1 Scale = 1:13.1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code ISC2012ITP12007 WB 0.00 LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.t&Btr G CSI. DEFL. in (loc) Ildefl L/d TC 0.41 Vert(LL) 0.00 7 >999 240 BC 0.08 Vert(TL) 0.00 7 >999 180 WB 0.00 Horz(TL) -0.06 2 n/a n/a (Matrix -M) REACTIONS. (Ib/size) 2=567/0-3-8, 4=-45/Mechanical, 3=-118/Mechanical Max Horz 2=77(LC'8) Max Uplift2=-289(LC 8), 4=-45(LC 1), 3=-118(LC 1) Max Grav 2=567(LC 1), 4=29(LC 8), 3=81 (LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 guide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by. others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=289 , 3=118. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O99,0FESS/0,�,� PAUL w C 66864 -P rn W ;a *\_I�.ifP.09/30/2016 /* OF April 12,2016 AWARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTea connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verily 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 iTek" 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 SCSI BuIlding Component 250 Mug Circle Safety Information available Irom Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence TCLL 20.0 Plate Grip DOL 1.15 • Vert(LL) -0.02 5-6 >999 240 K1890601 50572BANKS J2 Roof Special Girder 4 1 BCLL 0.0 ' Rep Stress Incr NO WB. 0.14 Horz(TL) 0.01 5 n/a n/a Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 4-0.0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:15 2016 Page 1 ID:WJUfhLNamgLp33Jg4dnm3iy6k8H-wVgE704kDbcUsTuZrNoC5nT_G7gwGkxi?DlliszRRl_ '11-11 8. 0.0 3-5.10 0-5.0 4-1.6 Scale = 1:23.5 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.02 5-6 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB. 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x4 OF No.t&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Bit G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=187/Mechanical, 2=570/0-3-8 Max Horz 2=62(LC 25) Max Uplift5=-95(LC 5), 2=-263(LC 8) Max Grav 5=296(LC 3), 2=570(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-555/207 BOT CHORD 2-12=-205/509, 6-12=-205/509, 6-13=-201/490, 13-14=-201/490, 5-14=-201/490 WEBS 3-5=-513/200 - BUTTE COUNTY NOTES- BUILDING DIVISION Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11;®� / �® Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 JAPPR��I/ 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. p?OFESS/o,, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) Q)aUL q�F 2=263. ti� RSG 2 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.co 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. w C 66864 _Prn 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 ib down and 215 Ib up at Lu rn 3-11-12, and 103 Ib down and 72 Ib up at 6-0-12 on top chord, and 29 Ib down and 8 Ib up at 2-0-12, and 18 Ib down and 19 Ib up at EXP. 0913012016 4-0-12, and 18 Ib down and 19 Ib up'at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the *' responsibility of others. P 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). °� q LOAD CASE(S) Standard \ Continued on page 2 April 12,2016 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/4015 BEFORE USE. Design varid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate Ihts design Into the overall iiip��•■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence K1890601 50572BANKS J2 Roof Special Girder 4 1 Job Reference (optional) r.rwr�ry rsaaiairsrv�c. rrusHvtx, �r� LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-7=-20 Concentrated Loads (Ib) Vert: 10=110 11=18 12=-8(8)13=8(8)14=7(8) 7.640 s bep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:15 2016 Page 2 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-wVq E704kDbcUsTuZrNoC5nT_G7gwGkxi7Dl IIszRRI_ AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeaconneclors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. 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 is always required for slobil ly and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Dty Ply Banks Residence 505728ANKS J3 Jack -Open 3 . 1 K1890602 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr Job Reference o tional DESIGN ASSTS ANNE, PARADiSt, CA 4-0-0 4.00 12 2 X I 06 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER. TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=132/Mechanical, 2=580/0-3-8, 4=55/Mechanical Max Horz 2=116(LC 8) Max Uplift3=-32(LC 5), 2=-237(LC 8) Max Grav 3=132(LC 1), 2=580(LC 1), 4=115(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:18 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-L4 WN116cV W_3jwd8WWLviP5WiLhYT7 p8hB WPKBzRRHx 5.10-10 2-1.6 Scale = 1:22.7 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.07 4-7 >999 240 MT20 220/195 Vert(TL) -0.20 4-7 >471 180 Horz(TL) 0.00 2 n/a n/a Weight: 34 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOLsigne plate grip DOL=1.60 _ BUTTE COUNTY 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,811 A �� I A' DIVISION ®1 V fit between the bottom chord and any other members. U ! 1 V 4) A plate rating reduction of u has been applied for the green lumber members. APPROVED 5) Refer to girderto trs) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=237. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O9?,o ESS/04;9\ �pAUI c' Q� cz IL C 66864 m EXP. 09/30/2016 OF C AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev. 1010.712015 BEFORE USE. R Design valid for use only with M4TekS connectors. This design is based only upon parameters shown• and is for on individual building component, not J, a truss system. 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 buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Id April 12,2016 Job Truss Truss Type Oly Ply Banks Residence (loc) I/clef! L/d TCLL 20.0 Plate Grip DOL K1890603 50572BANKS J4 Jack -Open 4 1 240 TCDL 11.0 Lumber DOL 1.25 BC 0.28 Vert(TL) Job Reference (optional) Abbib I ANL;t, PANAUlbt-, (;A 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:18 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-L4WNI16cVW_31wd8W WLviP5WrLhGT7p8hBWPKBzRRHx -d-0A 7.10-10 ATO 4-M 7-10-10 0.1.6 Scale = 1:22.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) .0.09 4-7 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.24 4-7 >395 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER-' TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.t&Btr G REACTIONS. (Ib/size) 3=195/Mechanical, 2=635/0-3-8, 4=62/Mechanical Max Horz 2=136(LC 8) Max Uplift3=-58(LC 8), 2=-250(LC 8), 4=-27(LC 5) Max Grav 3=195(LC 1), 2=635(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (!b) or less except when shown. PLATES GRIP MT20 2201195 Weight: 39 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. BUTTE COUNTY 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. �lry 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except QtEiW I L®I N G DIVISION 2=250. 7) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. APPROVED . OpRpFESS/p�,� L' C 66864 -P m W X EXP_ 0913012016 / April 12,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MlekO connectors. This design is based only upon parameters shown, and is for on individual building component, not o 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 onty. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -8t' and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 928eo Job Truss Truss Type City Ply Banks Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.09 , 5-8 >999 240 K1890604 50572BANKS J5 Jack -Open 4 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a Job Reference Io lional UESIUN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:18 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-L4WN116CVW_3jwd8WWLviP5W1-LhCT7p8hBWPKBzRRHx -4-0-0 8-0-0 I q 10 10 4-0-0 8-0-0 i-10-10 Scale = 1:27.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.09 , 5-8 >999 240 MT20 220/195 TCDL . 11.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.25 5-8 >384 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. I&Btr G 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 Mechanical except (jt=length) 2=0-3-8, 3=0-3-0. (lb) - Max Horz 2=155(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 3 except 2=-246(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=643(LC 1), 3=256(LC 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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. BUTTE COUNTY 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. BUILDING DIVISION 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 3 except (jt=1b) 2e 7) Beveled APPROVED d plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o9RpFESS/0,�,� PAUL RiL�F2 LU C 66864 -P m * EXP. 09/30/2016 �Q- OF r,A�� April 12,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek0 conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before Ilse, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTelc' 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 50572BANKS JB Jack -Open 2 1 K7890605 nccir_r.r nccorn BC 0.29 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:19 2016 Page 1 ID:W3UfhLNamglp33Jg4dnm3iy6k8H-pG4lzN7EGp6wL4BL4Ds8FdehCll SCa3HwrGytdzRRHw a -n-0 11 101n 4-0-0 8-0.0 - 3.10-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012)`TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.t&Btr G DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.09 6-9 >999 240 MT20 220/195 Vert(TL) -0.25 6-9 >386 180 Horz(TL) 0.01 2 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8, 4=0-1-8. (lb) - Max Horz 2=175(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 3, 4 except 2=-239(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=641(LC 1), 3=264(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:31.1 Weight: 48 Ib .. FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins 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 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 3, 4 except (jt=lb) 2=239. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVE® OpROFESS/ph,� P)aUL L' C 66864 7 m X *\,�AP.09130/2016 /* OF April 12,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 popery 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 MiTek' is always required for slabiGiy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crfterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Al, xandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 505728ANKS J7 Jack -Open 2 1 K1890606 nocir_�r nccicrnr.ire BC 0.29 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) rmmR uioc. Vm 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:19 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-pG4lzN7EGp6wL4BL4Ds8FdehC11 SCa3HwrGytdzRRHw P 13 -10 -in 4-0-0 8-0-0 5-10.10 6 . LOADING (psf) SPACING- 2-0-0CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.09 7-10 >999 240 MT20 220/195 Vert(TL) -0.25 7-10 >386 180 Horz(TL) 0.01 2 n/a n/a BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-3-8, 7=Mechanical. (lb) - Max Harz 2=194(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 7, 3, 4, 5 except 2=-232(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=641(LC 1), 3=264(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:35.1 Weight: 52 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins 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 auide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This4russ 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 7, 3, 4, 5 except (jt=lb) 2=232. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O9?,OFESS/p�,q PAUL R�L�F2 LliC 66864 -P m XP. 0913012016 /* April 12,2016 -- WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 row. 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® 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 property incorporate this design into the overall p� building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' iTek' 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/fPll Quality Criteria, DS6•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 50572BANKS J8K1890607 Jack•Open 2 1 DESIGN ASSISTANCE aARAnlsc rn Job Reference o tional r.oau s aep za LuT a M11 ek Industries, Inc. Tue Apr 12 13:16:20 2016 Page 1 I1):W3UfhLNamgLp33Jg4dnm3iy6k8H-HSe7Aj8t17EnyEmXdxNNngAsy8Mgx1 IR9V?WP3zRRHv 4-0.0 8-0-0 ---t----- isru 7-10-10 4.00 112 Scale = 1:39.0 I� LOADING (psi) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012fTP12007 CSI. TC 0.41 BC 0.29 WB 0.00 (Matrix -M) DEFL. in Vert(LL) 0.09 Vert(TL) -0.25 Horz(TL) 0.01 floc) I/deft L/d 8-11 >999 240 8-11 >386 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 20% LUMBER- BRACING - 250 Klug Circle TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1$Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. recommends that Stabilizers and required cross bracing Fbeinstalledduring truss erection, in accordance with Stabilizer REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-3-8, 8=Mechanical. ation guide. (lb) - Max Horz 2=214(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 7, 8, 4, 5, 6 except 2=-225(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6 except 3=264(LC 1), 2=641 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right p A I�e �� exposed; Lumber DOL=1.60 plate grip DOL=1.60 IVI 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 250 Klug Circle 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. ����� COUNTY 'V�®1 1 A 1"PO/ U � V ! i 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to for truss to truss I` 'I I ®' N0 BUILDING DIVISION girder(s) connections. v 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4.5, 6. APPROVED 7) Provide mechanical connection (by others) of truss to bearing plate capable of witit hstanding 100 Ib uplift at joints) 3, 7, 8, 4, 5, 6 except (jt=1b) 2=225. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQROFESS/0�,� PAuI R�G�F2 LU �C 66864 �'P rn rn A -EXP. 09/3012016 OF April 12,2016 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design and incorporate parameters property 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 p A I�e �� prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, IVI storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 505728ANKS J9 Jack -Open 2 1 K1890608 iIFSIC;N ASSICTGAICF Deoenree rn be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 0-1-8 except Ot=length) B=Mechanical, 2=0-3-8, 9=Mechanical. Job Reference(optional) 7.x40 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:20 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-HSe7Aj8l17EnyEmXdxNNngAsy8Mgx1 I R9V7 WP3zRRHv 4-0-0 8-0-0 9.10.10 4.00 F12 Scale = 1:42.9 l� LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.41 BC 0.29 WB 0.00 (Matrix -M) DEFL. in Vert(LL) 0.10 Vert(TL) -0.25 Horz(TL) 0.01 (loc) I/deo L/d 9-12 >999 240 9-12 >386 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 62 Ib FT = 20% LUMBER- BRACING - MiTek' TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G 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 REACTIONS. All bearings 0-1-8 except Ot=length) B=Mechanical, 2=0-3-8, 9=Mechanical. Installation uide. (lb) - Max Horz 2=233(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 8, 9, 4, 5, 6, 7 except 2=-218(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 4, 5, 6, 7 except 3=264(LC 1), 2=641 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp s enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right BUTTE COUNTY ®� �� exposed; Lumber DOL=1.60 plate grip DOL=1.60 !V` 2) This truss has been designed fora live to bottom chord live load nonchord i al with any other live toads. �� I ®I ®'�� 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 wideRw fit between the bottom chord and any other members. SION 4) A plate rating reduction of 20% has been applied for the green lumber members. APPROVED 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 8, 9, 4, 5, 6, 7 except Ot=lb) 2=218. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OPROFESS/p,�,� PAULCO C 66864 n April 12,2016 WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MiTeK1 connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil 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 is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing is always required for stability to MiTek' and prevent collapse with possible personal injury and properly 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job BANKS 1J10 Truss Jack -Open Pty I Banks Residence K1890609 DESIGN ASSISTANCE, PARADISE, CA coo r<ererence o conal 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:11 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-2jbkHel D9M63NraocYjGwxlJEWIaKz464cKXc5zRRl2 4-0-0 8-0.0. 11-10-10 l 4.00 F1_2 9 Scale = 1:46.8 l� LOADING (psf) TCLL SPACING- 2-0-0 CSI. DEFL. in floc). I/deft Lid PLATES GRIP 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 TC 0.41 Vert(LL) 0.10 10-13 >998 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES BC 0.29 WB 0.00 Vert(TL) -0.25 10-13 >386 180 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) I Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G 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 gu,ide, REACTIONS. All bearings 0-1-8 except.o length) 9=Mechanical, 2=0-3-8, 10=Mechanical. (lb) - Max Horz 2=253(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 9, 10, 4, 5, 6, 7, 8 except 2=-212(LC 8) Max Grav' All reactions 250 Ib or less at joint(s) 9, 10, 4, 5, 6, 7, 8 except 3=264(LC 1), 2=641(LC 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=6.Opsf, BCDL=6.Opsf; h=25ft; B=45h; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 wit fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7, 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 9, 10, 4, 5, 6, 7 except (jt=lb) 2=212. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 8. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r O9ROFESS/0�,� ?AUL Ri��Fti c C 66864 7 rn 09/3012016 l rk April 12,2016 A WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/01/2015 BEFORE USE. Design Yard for use only wllh MiTek® conneclors. 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 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 M iTe k' is always required for stability and to prevent collapse wilh possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Irusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty TCLL Residence Plate Grip DOL 1.15 TC 0.41 TCDL TPly,Banks K1890610 50572BANKS J11 Jack -Open 2 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) b Reference(optional) - DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:12 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-VWv96V_lrwgEw??9?9FEVT8rUzwgC30KGJG348XzRRl1 4.0.0 B -0-n 21-10-10 4-0-013.10.10 o Scale= 1:50.7 10 3x6 = LOADING (psi) SPACING- 2-0-0CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G DEFL. in (loc) 1/deft 4d PLATES GRIP Vert(LL) 0.0312-15 - 9 240 MT20 220/195 Vert(TL) . -0.06 12-15 >999 180 Horz(TL) -0.00 10 n/a n/a Weight: 71 Ib FT= 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 2=0-3-8, 11=Mechanical, 12=0-3-8. (Ib) - Max Harz 2=273(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 10, 11, 4, 5, 6, 7, 8, 9, 12 except 2=-196(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 10, 11, 4, 5, 6, 7, 8, 9, 12 except 3=252(LC 1), 2=610(LC 1) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. I� 0 m C? d, NOTES- BUTTE COUNTY 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right B U I LD I N O D I\ I SIO N exposed; Lumber DOL=1.60 plate grip DOL=1.60 LL �� i �s1 V 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y� �O `@,1� /++ �Lwmro 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-atall by 2-0-0 wide will /� �A fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 10, 11, 4, 5, 6, 7, 8, oQROF ESS/0,�,� 9, 12 except Qt=1b) 2=196. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 3, 4, 5, 6, 7, 8, 9. �Q� PPS( RG`F 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C 66864LU m * EXP. 09i30/2016 4! OF ®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 Mlea 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 incorporote this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional I2mporary and permonem bracing MiTek is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding lite fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. _ — Corona, CA 92880 April 12,2016 Job Truss Truss Type Qty Ply Banks Residence 50572 BANKS J12 Jack -Open 1 1 K1890611 noctr_nr ecciernnvc 0.03 13-16 >999 240 TCDL 11.0 Job Reference (optional) WI 0 - - - r.oqu s aep ea zut a MI I ex industries, Inc. Tue Apr 12 13:16:12 2016 Page 1. .4-Ww96V-1rwgEw??9?9FEVT8rUzwgC3QKGJG348XzRR11 4-00 B-00 0 -0--0- 73-9-14 40 B 15-9-14 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.03 13-16 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.06 13-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 11 n/a We BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 0-1-8 except (jt=length) 11 =Mechanical, 2=0-3-8, 12=Mechanical, 13=0-3-8. (lb) - Max Horz 2=292(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 11, 12, 4, 5, 6, 7, 8, 9, 10, 13 except 2=-189(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 4, 5, 6, 7, 8, 9, 10, 13 except 3=252(LC 1), 2=610(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Scale = 1:54.5 I, I� I. Weight: 75 Ib FT = 20% . Structural wood sheathing directly applied or 6-0-0 oc purlins 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 Installatiori guide. NOTES - Wind ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=Aft; Cat. II; BUTTE COUNTY Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BUILDING ®�` v,B exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 APPROVED fit between the bottom chord and any other members. a 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7, 8, 9, 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 11, 12, 4, 5, 6, 7, 8, 9, 10, 13 except Qt=1b) 2=189. p yQFESS/O4r 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 8, 9, 10. ��� OWL q�F 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. co w C 66864 Mn *V XP. 09/3012016 /* April 12,2016 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Iv4Tea 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 paromelers 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 MiTek Is always required for slobility 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, DS8-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oly Ply Banks Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP K1890612 50572BANKS J13 Jack -Open 1 1 BC 0.27 Vert(TL) -0.20 4-7 >471 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Job Reference (optionatl UtWUN AJOlD 1 AMA:. VAKAUIJt, ITA 4-0.0 4.00 12 4X6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:12 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-Ww96V_1rwgEw??9?9FEVT8rUzwe83OKGJG348XzRRl1 5.10.10 8 2-1-6 Scale = 1:22.7 IA NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®���� COUNTY P� Ii�6 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 ® v U � V i i fit between the bottom chord and any other members. BUILDING 1 1 I 1 DING D I / I S I oA� 1 V 4) A plate rating reduction of 20% has been applied for the green lumber members. V t_ e v v 5) Refer toa girder(s) for truss to truss connections. APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=237. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OP9,OFESS/� ?jaUL Ri�e< U' C 66864 y n P. 0913012016 OF C April 12,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a 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 tracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria. DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondrio. VA 22314. Corona, CA 92880 5.9.14 5.9-14 5.110 B-0- 0.0-12 2-1-6 Plate Offsets (X Y)-- [270-1-15 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.07 4-7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.20 4-7 >471 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 34 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G 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) 3=132/Mechanical, 2=580/0-3-8, 4=55/Mechanical Max Horz 2=116(LC 8) Max Uplift3=-32(LC 5), 2=-237(LC 8) Max Grav 3=132(LC 1), 2=580(LC 1), 4=115(LC 3) 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=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®���� COUNTY P� Ii�6 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 ® v U � V i i fit between the bottom chord and any other members. BUILDING 1 1 I 1 DING D I / I S I oA� 1 V 4) A plate rating reduction of 20% has been applied for the green lumber members. V t_ e v v 5) Refer toa girder(s) for truss to truss connections. APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=237. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OP9,OFESS/� ?jaUL Ri�e< U' C 66864 y n P. 0913012016 OF C April 12,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not a 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 tracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria. DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondrio. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply _Banks Residence Plate Grip DOL 1.15 . TCDL 11.0 K1890613 505728ANKS J14 Jack -Open 1 1 YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:13 2016 Page 1 I D: WJ U f h L N a m g L p 33 J g 4 d n m 3 i y6 k 8 H_6i U i K 2 U h z M n d g k Bi z l k 2 M O ff KO L of a P Y wp e g z z R R 10 i- -4-0-0 { t t0 10- 4-0-0 1.10.10 0-1$ Scale = 1:13.1 LOADING (psf) SPACING- 2-0-0CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=567/0-3-8, 4=-45/Mechanical, 3=-118/Mechanical Max Horz 2=77(LC 8) Max Uplift2=-289(LC 8), 4=-45(LC 1), 3=-118(LC 1) Max Grav 2=567(LC 1), 4=29(LC 8), 3=81 (LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-10-10 1-10-10 0.1 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 220/195 Vert(TL) 0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; BUTTE COUNTY Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=igne plate 10.0 p f botto BUILDING DIVISION 1.60 2) This truss has been designed fora 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. APPROVED 4) A plate rating reduction of 20% has been applied for the green lumber members.. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=289 3=118. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpROF ESS/pv� pAULco W C 66864 m Ey. 09/30x% April 12,2016 ®WARNING -Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mil ekO connectors. This design is based only upon parameters shown, and is for on 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 �`�•YY building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additonat temporary and permanent bracing MiTek' is always required lot stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss . Truss Type Oty Ply Banks Residence 505728ANKS J15 Jack -Open 1 ` 1 K1890614 , Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Job Reference (optional) - --- - -- - - �^ r.oqu s aep zu zuT o MI I eK Industries, Inc. I ue Apr 12 13:16:13 2016 Page 1 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-_6jUiK2UhzMnd9kBjzlk?MOflKz 1 otaPYwpegzzRR10 400 R -0o 10-11-14 4-0-0 8-0-0 2-11-14 of 5 Scale = 1:29.4 to LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.18Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings Mechanical except Qt=length) 2=0-3-8, 3=0-3-0, 4=0-1-8. (lb) - Max Horz 2=166(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 3, 4 except 2=-242(LC 8) Max Gray. All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=643(LC 1), 3=264(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 3, 4 except (jt=1b) 2=242. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY T BUILDING DIVISION APPROVED' OpROFESS/p�, ?AUL 2G) C 66864 rn *VXP.09130/2016 /* April 12,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/7015 BEFORE USE. Design valid for use only with MdTekO 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 paromelers and property incorporate this design into the overall ■■�.YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing V,C1 iTek' 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.09 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.25 6-9 >384 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.18Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings Mechanical except Qt=length) 2=0-3-8, 3=0-3-0, 4=0-1-8. (lb) - Max Horz 2=166(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 3, 4 except 2=-242(LC 8) Max Gray. All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=643(LC 1), 3=264(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 3, 4 except (jt=1b) 2=242. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY T BUILDING DIVISION APPROVED' OpROFESS/p�, ?AUL 2G) C 66864 rn *VXP.09130/2016 /* April 12,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/7015 BEFORE USE. Design valid for use only with MdTekO 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 paromelers and property incorporate this design into the overall ■■�.YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing V,C1 iTek' 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Jop Truss Truss Type Oty Ply Banks Residence TC 0.47 Vert(LL) 0.01 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 K1890615 505728ANKS J17 Roof Special Girder 2 1 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Reference (optional) UESIGN ASSI57ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:14 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-SlGsvg36SHUdEJJNHgHzYZwpWkMEXJ9YmaYBCPzRRl7 i -4-0-0 3-5-10 -10.10 M-0 4-0-0 3-5-10 0-5-0 2.1.6 5x8 \\ Scale = 1:19.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 6-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 6-9 >999 180 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Weight: 36 Ib FT = 20% LUMBER- fit between the bottom chord and any other members. a BRACING - 6) A plate rating reduction of 20% has been applied for the green lumber members. Refer to for truss to truss connections. TOP CHORD 2x6 DF No.2 G *Except* 7) girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=259, TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x4 DF No.1 &Btr G 9) pitchbreaks including end model end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD 20 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G rn of 3-11-12, and 68 Ib down and 41 Ib up at 4-0-12 on top chord, and 29 Ib down and 8 Ib up at 2-0-12, and 18 Ib down and 19 Ib up at MiTek recommends that Stabilizers and required cross bracing XP. 09!30!2016 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=529/0-3-8, 5=77/Mechanical Max Horz 2=62(LC 8) Max Uplift2=-259(LC 8), 5=-135(LC 14) Max Grant 2=529(LC 1), 5=204(LC 28) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-392/316 BOT CHORD 2-11=-309/395, 6-11=-309/395, 6-12=-307/393, 5-12=-307/393 WEBS 3-5=-425/329 A y BUTTE COUNTY NOTES- BUILDING DIVISION 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right P.P ®V ED exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. a 6) A plate rating reduction of 20% has been applied for the green lumber members. Refer to for truss to truss connections. 7) girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=259, QROFESS/�N ?PUL 5=135. "Semi-rigid heels" Member fixity was used in the analysis and design of this truss. �lt� 9) pitchbreaks including end model 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.w C 66864 7 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 271 Ib down and 313 Ib up at rn of 3-11-12, and 68 Ib down and 41 Ib up at 4-0-12 on top chord, and 29 Ib down and 8 Ib up at 2-0-12, and 18 Ib down and 19 Ib up at XP. 09!30!2016 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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) StandardCAS" Continued on page 2 April 12,2016 ®WARNING - verfy 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 MgekO connectors. This design is based only upon parameters shown, and is for on 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 Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel(' 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 Crlterla, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 ___] Truss Truss Type Qty Ply Banks Residence DESIGN ASSISTANCE. PARADISE, CA K1890615 LOAD CASE(S) Standard J17 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-7=-20 Concentrated Loads (Ib) Vert: 10=122(F=30) 11=-8(F)12=8(F) Job Reference (optional) Jap Truss Truss Type Qty Ply Banks Residence K1890615 505728ANKS J17 Roof Special Girder 2 1 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:14 2016 Page 2 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-SIGsvg36SHUdEJJNHgHzYZwpwkMEXJ9YmaYBCPzR Rl? ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. � Design valid for use only with rvt,Tea corineclors. This design is based only upon parameters shown• and is lot an individual building component, not a truss system. Before use. the building designer must verily the opplicobility ofdesign 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. Addilionol temporary and permanent tracing MiTek 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. OSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Streel. Suite 312, AlexonddO, VA 22314. _ Corona, CA 92880 JQb Truss Truss TypeQty DEFL. Plyj.�Tanks Residence 50572BANKS J18 Jack -Open 2 Plate Grip DOL 1.15 K1890616 nFctrnr nectcTenirc ononrvov ^ob 4-7 >999 240 Reference L tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:14 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-SIGsvg36SHUdEJJNHgHzYZwgTkLeXJpYmaYBCPzRRI? 4-0-00 R 100 5-10.10 -1-6 Scale = 1:19.7 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) r Weight: 31 Ib FT : 20% LUMBER. TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=122/Mechanical, 2=567/0-3-8, 4=39/Mechanical Max Horz 2=116(LC 8) Max Uplift 3=-31(LC 5), 2=-238(LC 8), 4=-19(LC 5) Max Grant 3=122(LC 1), 2=567(LC 1), 4=85(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60BJ TTE COUNTY 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 2-0-0v �QIB L®I j� V � G DIVI S � �;, e fit between the bottom chord and any other members. ✓v VV i �� 4) A plate rating reduction of 20% has been applied for the green lumber members. ®� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1A 2=238. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpRpFESS/ONq\ ti��� � PAUL Ri��F2 LU C 66864 rn *�AXP.0913012016 / April 12,2016 All WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. • Design valid for use only with Mlek® 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 and incorporate �� parameters properly 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 olwoys required for stability and to collapse injury MiTek' prevent with possible personal and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crlterlo, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Truss Type . 19 Ply I Banks Residence K1890617 DESIGN ASSISTANCE, PARADISE, CA Sob ]efereo tional .640 s Sep 29 201515 MiTek Industries, Inc. Tue Apr 12 13:16:15 2016 Page 1 ID: W3UfhLNamg Lp33Jg4dnm3iy6k8H-wVgE704kDbcUsTuZrNoC5nT?D7hrGm3i?DI IIszRRI_ 4-0.0 6-0-0 1 0.1114 Plate Offsets (X Y"260-6-7.0-0-61 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (log) I/defl L/d PLATES GRIP TCOL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 TC 0.41 BC Vert(LL) -0.02 5-8 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES 0.14 WB 0.00 Vert(TL) Horz(TL) -0.06 0.00 5-8 2 >999 n/a 180 n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.t&Btr G REACTIONS. All bearings Mechanical except Qt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Harz 2=127(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 3 except 2=-235(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=573(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FTes k recommends that Stabilizers and required cross bracing intalled during truss erection, in accordance with Stabilizer tallationuide. NOTES - 1) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, 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; porch left and right ���'q'C COUNTY exposed; Lumber DOL=1.60 plate grip DOL=1.60 7 IG 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � �®� �� DIVISION If, /I C I o j,� 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide III V S ! �E fit between the bottom chord and any other members. ®� 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. ED... 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 3 except Qt=1b) 2=235. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a OpRpF ESS/ONS ?AUL R�L�F2 co C 66864 A EXP. 09/301201 OF C April 12,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Iv47ek@ 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 app9cabiUly of design parameters and properly incorporate Ihis 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 properly damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plole Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 50572BANKS 720 Jack -Open 1 1 K1890618 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr Job Reference (optional) ���r�ry noaw n vac, rt RADix, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:15 2016 Page 1 4-0.0 10: W3UfhLNamg Lp33Jg4dnm3iy6k8H-wVgE704kDbcUsTuZrNoC5nT?D71IGm3i?DI IIszRRI — 1 lain . I 40 4-0'0 1.10-10 2.t.0g I 4.00F 2 Scale= 1:15.6 IC� I? 0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G 34 = 1.10.10 t -9-t4 1. 10,3 4.0-0 1.9.14 0. - 2.1.8 DEFL. in floc) I/defl L/d I PLATES GRIP Vert(LL) 0.00 8 >999 240 MT20 220/195 Vert(TL) 0.00 8 >999 180 Horz(TL) -0.00 2 We n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except Qt=length) 2=0-3-8. (lb) - Max Horz 2=77(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 3=-109(LC 1), 2=-303(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 3, 4, 5 except 2=582(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Weight: 19 Ib FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOLsigne plate grip psf bo 60 BUTTE COU I 1Y 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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-OGtvjf(eIh ®I DIVISION ®,� B fit between the bottom chord and any other members. L RJ L v N 4) A plate rating reduction oft has been applied for the green lumber members. P ®� 5) Refer to girderto s) for truss to truss connections. 9R 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1 3- 09ru ED , 2=303. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OP9,OFESS/prv� ?PUL R2�c<2 LL C66864 '7 m W M 4��P. 09/3012016 /* gal April 12,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTek6 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 MiTek is always required for stablilly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSIffPII Quatlly Crlterlo, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312. Alexondrio, VA 22314. Corona, CA 92880 Truss I Truss Type Jack -Open Banks Residence K1890619 DESIGN ASSISTANCE, PARADISE, CA .fob Keterence o liana! 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:16 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-OhOdKM4MzukLUcTmO5JRd OAzX2??DJrEt1IGIzRRHz 4-0-0 r 3-10-10 0.1-6 Scale = 1:16.4 _Plate Offsets (X .Y)- r2-0-6-30-0-21 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF N0.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=32/Mechanical, 2=523/0-3-8,4=9/Mechanical Max Horz 2=96(LC 8) Max Uplift3=-18(LC 5), 2=-238(LC 8), 4=-11(LC 5) Max Grav3=32(LC 1), 2=523(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) 0.01 4-7 >999 240 MT20 220/195 Vert(TL) 0.01 4-7 >999 180 Horz(TL) -0.00 a2 n/a n/a Weight: 24 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer lation quide. NOTES - 1) Wind: ASCE 7-10;•Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 gnepfor 10.0pfbotto BUTTE COUNTY 1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will DIVISION I` vI I ®,- 1Ne fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer a girder(s) for truss ti truss connections. onnecttruss APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1b) 2=238. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O9?,0FESS/pN� PAUL Ri��F2 QQ F uJ C6 6 m M * �(P. 09/30/2016 l* OF April 12,2016 WARNING • Vedry.deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and'properly, incorporate Ihis 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 properly damage. For general guidance regarding the M i Tr elt• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Banks Residence floc) I/deft Lid TCLL 20.0 Plate Grip DOL K1890620 50572BANKS J22 Jack -Open 1 1 240 TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) Job Reference (optional) UtbIUN Abbib I ANUt, FAKAUtbt, LA 7.840 s Sep 29 2015 Mil ek Industries, Inc. Tue Apr 12 13:16:16 2016 Page 1 - I D:MUfhLNamg Lp33Jg4dnm3iy6k8H-OhOdKM4MzukLUcTmO5JRd_OAzX27?DJrEI11 G Iz RRHz 4-0-0 - 4-0.0 1-10.10 Scale = 1:19.9 4 LOADING (psf) SPACING- 2-0=0CSI. DEFL. in floc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.15 TC0.41 Vert(LL) 0.01 5-8 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 5-8 >999 , 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Horz 2=116(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 3 except 2=-231 (LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=525(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2201195 Weight: 29 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right COUNTY exposed; Lumber DOL=1.60 plate grip DOL=1.60 BUTTE 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 p ®I g ®�"I ® p N 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 w wi C 1 �! V fit between the bottom chord and any other members. APPROVED 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 3 except (jt=1b) 2=231. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. optzoFEss�oN� �wQ� PAUL Ri��F2 w C 66864 _P m * EXP. 0913012016 • y VIL �Q- OF CAIJ April 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010772015 BEFORE USE. Design valid for use only with M'Tek,& conneclors. 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 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 M iTe k is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Truss ITruss Type Banks Residence D572BANKS IJ24 2 Jack -Open K1119012111 1 P Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:17 2016 Page 1 I D:MUfhLNamgLp33Jg4dnm3iy6k8H-sty?Yi5_kCsC5m2yyoggACYKmxPpkgZ?TXnrokzRR Hy 4-0.0 - - - 0 9-10-R 1-8-8 -2.2 0-11-14 Scale = 1:13.5 I A 0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 CSI. TC 0.47 BC 0.04 WB 0.00 (Matrix -M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.00 (loc) I/deft L/d 7 >999 240 4-7 >999 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 3=-363/0-3-8, 2=573/0-3-8, 4=-14/Mechanical, 4=-14/Mechanical Installation guide. Max Horz 2=76(LC 24) Max Uplift3=-884(LC 17), 2=-297(LC 8), 4=-32(LC 17), 4=-14(LC 1) Max Grav 3=473(LC 24), 2=573(LC 1), 4=26(LC 24) 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=6.Opsf; BCDL=6.opsf; h=25h; B=45ft; L=24h: eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=884 , 2=297. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 Ib down and 578 Ib up at 1-8-14, and 81 Ib down and 118 Ib up at 2-0-12 on top chord, and 17 Ib down and 65 Ib up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 4-5=-20 Concentrated Loads (lb) Vert: 3=188(B=36) 9=28(B) ®WARNING -Verify 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 Mlek@ connectors. This design is based only upon paramelers 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 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. BUTTE TE C®UNW BUILDING DIVISION O CPPB® tlr ED OpRpFESS/pN�\ PAUL RiG�F� U C 66864 �� �m C� M t * EXP. 09/3012016 J* MiTek' 250 Klug Circle Corona, CA 92880 April 12,2016 DESIGN ASSISTANCE, PARADISE, CA Truss Type Banks Residence K1890622 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:17 2016 Page 1 ID:W3UFhLNamgLp33Jg4dnm3iy6k8H-sty?Yi5 kCsC5m2yyoggACYLjxO4kgZ?TXnrokzRRHy 4-0-0 • 2-10.8 Scale = 1:14.8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012frPI2007 CSI. TC 0.41 BC 0.09 WB 0.00 (Matrix -M) DEFL, in Vert(LL) 0.00 Vert(TL) 0.01 Horz(TL) -0.00 floc) I/defl Ud 7 >999 240 4-7 >999 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER- BRACING - ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314: TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x4 DF No. 1&BV G 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 REACTIONS. (Ib/size) 3=-30/Mechanical, 2=524/0-3-8, 4=-16/Mechanical Installation guide. Max Harz 2=87(LC 8) Max Uplift3=-30(LC 1), 2=-252(LC 8), 4=-22(LC 13) Max Grav 3=37(LC 8), 2=524(LC 1), 4=25(LC 3) 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora live to bottom chord live load nonchord i al with any other live loads. � �� COUNTY 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) A plate rating reduction of 20% has been applied for the green lumber members. BUILDING � �� G (� DIVISION � \ V !E1 I 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except fjt=lb) ®� 2=252. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQROFESS/���. ?AUL l� =o UC 66864 CC mn April 12,2016 WARNING -Verly 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 MlekO 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 and incorporate parameters properly 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 MiTek' 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 muses and truss systems, see ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314: 250 Klug Cirde Corona, CA 92880 Jq¢ Truss Truss Type Qty Ply Banks Residence 505728ANKS 326 Jack -Open 3 1 K1860623 BOT CHORD 2x4 DF No.1&Btr G BOT CHORD _ Job Reference (optional) ASSISTANCE, • PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:17 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-sty?Yi5 kCsC5m2yyoggACYLjxOokgZ?TXnrokzRRHy -4-0-0 - 3-0-0 I 11-4-15 4-0-0 3-0-0 2-0.15 Scale = 1:19.2 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL . 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rrPI2007 CSI. TC 0.41 BC 0.09 WB 0.00 (Matrix -M) Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not DEFL. in Vert(LL) -0.01 Vert(TL) 0.01 Horz(TL) -0.00 floc) I/defl Lid 8 >999 240 5-8 >999 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 26 Ib FT = 20% LUMBER- BRACING - Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G 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 Mechanical except (jt=length) 2=0-3-8, 3=0-3-0. (lb) - Max Horz2=111(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 3 except 2=-239(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=521 (LC 1) FORCES. (Ib) -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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BUTTE COUNTY exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �a®� DIVISION l3) ' 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 wi I fit between the bottom chord and any other members. 4) A plateaating reduction of 20% has been applied for the green lumber members. A 0 0 0 nI l M n 5) Refer to girder(s) for truss to truss connections.�.A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)'4, 5, 3 except (jt=lb) 2=239. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQROFESS/ONS PAUL co w C 66864 y m * P. 0913012016 OF C April 12,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. �© Design valid for use only with MTek0 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 ••Y■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilionol temporary and permanent bracing MiTek' 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,/II Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, AlexandaTP. VA 22314. Corona, CA 92880 Jop Truss Truss Type City Ply Banks Residence 505728ANKS Mt Jack -Closed Supported Gable 1 1 K1890624 Vert(LL) 0.03 3 n/r 120 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference o tional ASSTS I ANL:t, NAHAUI5E, CA 7.6,40 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:20 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-HSe7Aj8tl7EnyEmXdxNNngArlBOvx ER9V?WP3zRRHv 9-11-8 4-2.11 Scale = 1:29.6 3x6 = 5 4 1.5x4 '�- 3x6 II 5-3-2 532 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.03 3 n/r 120 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 2-3 . n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 58 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G endwerticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 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=259/9-11-8,4=646/9-11-8,5=171/9-11-8 Max Horz 1=172(LC 19) Max Upliftl=-236(LC 17), 4=-397(LC 26), 5=-176(LC 17) Max Grav 1=344(LC 22), 4=646(LC 1), 5=390(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-801/631, 2-4=-613/424 BOT CHORD 1-5=-684/668, 4-5=-507/533 WEBS 2-5=-467/411 NOTES- BUTTE COUNTY 1 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24h; eave=2ft; Cat. 111, BUILDING DIVISIONExp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires been continuous bottom chord bearing. APPROVED A P P ROV E 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Oii` 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=236, 4=397,5=176. FESS/ 7) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag OQ1;10 Ohy� loads along bottom chord from 0-0-0 to 9-11-8 for 100.4 plf. �F ?PUL R �� 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j �� C 66864 _P m 0_1 X * EXP. 09/30/2016 OF Cpo. April 12,2016 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 mlek0 connectors. This design is based only upon parameters shown, and is for on 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 ■■■��.YYY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Banks Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d K1890625 50572BANKS M2 Jack -Closed 1 1 BC 0.14 Vert(TL) -0.03 10-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:23 2016 Page 1 I D:VV3UfhLNamg Lp33Jg4dnm3iy6k8H-h 1 JGolAIK2dMphV6J3x4PToNCMQI8ONtrTEA00zRRHs - -3 . 4-0.0 9-11-8 2-0-8 2-0-0 2-0-0 O- -3 4J 4 00 12 Scale = 1:39.0 6 7 Io r 5-3-2 9.11.8 I 5-3-2 4.8-6 . Plate Offsets (X Yl (2.0 0 15 Edgy 13.0 4 0 0-4-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0- Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.02 10-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 10-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G endverticals. WEBS 2x4 DF No. 1&Btr G 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 0-1-8 except (jt=length) 7=Mechanical, 9=0-3-8, 2=0-3-8. (lb) - Max Harz 2=180(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 7, 4, 5, 6 except 9=-162(LC 8), 2=-248(LC 8) Max Grav All reactions 250 Ib or less atJoint(s) 7, 4, 5, 6 except 9=570(LC 1), 2=667(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-356/45, 3-9=-528/147 BOTCHORD 2-10=-107/313 BUTTE COUNW WEBS 3-10=-86/343 11 '' A' ^^ `, c NOTES- �VIL®IIVI.� ®�V��7I®� B=45ft; L=24ft; eave=4ft; Cat. II, 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and rightp� ®� EU exposed; Lumber DOL=1.60 plate grip DOL=1.60 1P 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 chard 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) A plate rating reduction of 20% has been applied for the green lumber members. pROF ES$/O^� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. q pA� U 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4, 5, 6 except Ot=1b) 9=162, 2=248. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. C 66864 rn 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. XP. 0913012016 * d✓ s4 April 12,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with M*Tek•O 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 MiTek' 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 lot 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 Criferla, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Jog Truss Truss Type qty Ply Banks Residence Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 K1890626 505728ANKS M3 Jack -Closed 1 1 YES WB 0.04 BCDL 10.0 Code IBC2012ITP12007 Job Reference (optiona0 DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:23 2016 Page 1 I D: W3UfhLNamg Lp33Jg4dnm3iy6k8H-h 1 JGolAIK2dMphV6J3x4PToNCM0180 NIrTEA00zRRHs 1 .4- -0 9-11.8 1 12.0-0 + 14-0-0 16-0-0 13 d•0.0 9.11.8 2.0-8 2.0-0 2-0-0 •6- 1-6-0 0• -3 - 4.00 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25. BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) DEFL. in (loc) I/clef! L/dPLATES GRIP Vert(LL) 0.0212-15 >999 240. MT20 220/195 Vert(TL) -0.0312-15 >999 180 Horz(TL) 0.00 11 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD BOT CHORD 2x4 OF NO.1 &Btr G WEBS 2x4 OF No. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 9=Mechanical, 11=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=193(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 9, 4, 5, 6, 7, 8 except 11=-162(LC 8), 2=-242(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 9, 4, 5, 6, 7, 8 except 11=570(LC 1), 2=667(LC 1) .FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/32, 3-11=-528/147 BOT CHORD 2-12=-107/313 WEBS 3-12=-87/343 Scale = 1:42.9 Weight: 77 Ib ' FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except endverticals. 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. pp BUTTE ^^C®I` COUNTY 'gyp NOTES- ®HIL®IIVI� ®I V I0B�J1�9 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 4, 5, 6, 7, 8 except (jt=1b) 11=162, 2=242. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �O990 ESS/p4,,,( PAUL C 66864 m *\,/EX P. 09/3012016 /* April 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mlek& connectors. This design is based only upon parameters shown, and is for on individual building component. not , a truss system. Before use, the building designer'must verily 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 M ffek' Is always required for stability and to prevent collapse wilh possible personol injury and properly 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 SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type Qty Ply Banks Residence -- -- - late Offsets[2�0-0-15.Edgel.13-04-00-4-811 K1890627 50572BANKS M4 Jack -Closed 1 1 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 Job Reference (optional) DESIGN ASSISTANCE. PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:24 2016 Page 1 ID: W3UfhLNamg Lp33Jg4dnm3iy6k8H-9EteO5BN5MIDRr41 smSJyg LYymm_trd 147zjYgzRR Hr 4-0 0 0.11-8 1 12-0.0 14-0-0 8 0 0� 909Q2 3.3 r 4-0.0 9-11-8 2-0-8 2-0-0 2-0.0 0.6-0 16.0 2-0-0 0-2-3 4.00 r12 9 10 Scale = 1:46.8 to r LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No. t&Btr G WEBS 2x4 DF NO. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 12=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=207(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=-163(LC 8), 2=-235(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=570(LC 1), 2=667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/26, 3-12=-528/148 BOT CHORD 2-13=-108/313 WEBS 3-13=-87/343 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. RigW 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 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 4, 5, 6, 7, 8, 9 except (jt=1b) 12=163, 2=235, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8, 9. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQRpFESS/ONq �PPUL LU C 66864 -P m cl� X EXP. 09/30/2016 /* April 12,2016 AWARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCE PAGE 111,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with l4Tea connectors. This design is based only upon paromelers shown, and is for on individual building component. not li Y 9 P property Po 9 o truss system. Before use. the building designer must verily the applicability of design ammeters andincorporate this design into the overall �p��' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracMiTek* iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criterlo, DSB-89 and SCSI Building Component 250Wa9C it le Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314.-92880 5'12 5-3.1 I 9118 4-8.6 -- --- -- -- - late Offsets[2�0-0-15.Edgel.13-04-00-4-811 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.41 BC 0.14 WB 0.04 (Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) 0.02 13-16 -0.03 13-16 0.00 12 I/deft >999 >999 ' n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 81 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No. t&Btr G WEBS 2x4 DF NO. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 12=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=207(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=-163(LC 8), 2=-235(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=570(LC 1), 2=667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/26, 3-12=-528/148 BOT CHORD 2-13=-108/313 WEBS 3-13=-87/343 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. RigW 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 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 4, 5, 6, 7, 8, 9 except (jt=1b) 12=163, 2=235, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8, 9. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OQRpFESS/ONq �PPUL LU C 66864 -P m cl� X EXP. 09/30/2016 /* April 12,2016 AWARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCE PAGE 111,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with l4Tea connectors. This design is based only upon paromelers shown, and is for on individual building component. not li Y 9 P property Po 9 o truss system. Before use. the building designer must verily the applicability of design ammeters andincorporate this design into the overall �p��' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracMiTek* iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criterlo, DSB-89 and SCSI Building Component 250Wa9C it le Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314.-92880 Job Truss Truss Type Qty Ply Banks Residence Plate Offsets (X Y)— f2 0-0-15 Edgel. [3:0-4-0 0-4-8) K1890628 50572BANKS M5 Jack -Closed 1 1 DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Job Reference optional)_ DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:24 2016 Page 1 I D: W3UfhL NamgLp33Jg4dnm3iy6k8H-9EteO5BN5MIDRr41 smSJygLYymm_trd 147zjYgzRRHr 4-0-o s.1 t.e13 3 r 4-0.0 9.11.8 2-0.8 2-0-0 2.0.0 -6- i-6-0 2.0.0 2-0.0 0• �3 em r,-;,- 1011 Scale = 1:50.6 LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF No. t&Btr G BOT CHORD REACTIONS. All bearings 0.1-8 except Qt=length) 11=Mechahical, 13=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=221 (LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except 13=-163(LC 8), 2=-228(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except 13=570(LC 1), 2=667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/27, 3-13=-528/148 BOT CHORD 2-14=-108/313 WEBS 3-14=-88/343 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MPrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION NOTES - 1) Wind: ASCE 7-10; Vu1t=190mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9, 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except Qt=1b) 13=163, 2=228. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8, 9, 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F 's Ilk jM11=04 O99,0FESS/0�,� Q� pjaUL 10 et�� � , � C 66864 -7 m W X *\_IWP.0009130/2016 /* OF April 12,2016 WARNING . Verify 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 deslgner must verify the opplicabllity 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 Mi%k' Is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 i 5-3-29-11-8 5-3-2 4.8.6 Plate Offsets (X Y)— f2 0-0-15 Edgel. [3:0-4-0 0-4-8) LOADING (psi) -SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.02 14-17 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 14-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 86 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF No. t&Btr G BOT CHORD REACTIONS. All bearings 0.1-8 except Qt=length) 11=Mechahical, 13=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=221 (LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except 13=-163(LC 8), 2=-228(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except 13=570(LC 1), 2=667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/27, 3-13=-528/148 BOT CHORD 2-14=-108/313 WEBS 3-14=-88/343 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MPrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION NOTES - 1) Wind: ASCE 7-10; Vu1t=190mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9, 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 5, 6, 7, 8, 9, 10 except Qt=1b) 13=163, 2=228. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8, 9, 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F 's Ilk jM11=04 O99,0FESS/0�,� Q� pjaUL 10 et�� � , � C 66864 -7 m W X *\_IWP.0009130/2016 /* OF April 12,2016 WARNING . Verify 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 deslgner must verify the opplicabllity 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 Mi%k' Is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Joj1 Truss Truss Type Qty Ply Banks Residence 50572BANKS M6 Jack -Open 1 1 K1890629 n�cir_nr eSSISTANC � ' Plate Offsets (X Y)-- 12:0-0-15 Edge). [3:0-3-4.0-4-81 Job Reference (optional) o� E, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:25 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-d Q RODRB?sft43?IVQ UzYUutii964c1 rAl njG4HzRR Hq a-D.Dgn1-a 11 12 1 16-1-12 I tg-1-12_I_22_L-12_--19 . — .i 4-0-0 9-11-8 3.2-4 3-0.0 3-0.0 3-0.0 1-5-15 111".4111tw—H Scale =.1:53.5 Id LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.l&Btf G end verticals. WEBS 2x4 OF No.1&Btr G 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 uide. ' REACTIONS. All bearings 0-3-8. . (lb) - Max Horz 2=240(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 6 except 9=-171(LC 8), 2=-221(LC 8), 7=-109(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 6, 7 except 9=564(LC 1), 2=672(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-370/23,3-9=-528/153 �9U��� C®�� BOT CHORD 2-10=-112/325 ®® C WEBS 3-10=-93/359 BUILDING ®MSI® NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. I,APPROVED Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 6 except (jt=1b) OpROFESS/ONy 9=171,2=221.7=109. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7. pAU� RiL Fti 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C 66864 * EXP. 09/3012016 * 1 April 12,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vorid for use only with Mlek@ 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobricolion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quolity-Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 3x6 ' 1 5-3-2 9-11-8 t Plate Offsets (X Y)-- 12:0-0-15 Edge). [3:0-3-4.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.02 10-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.04 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.l&Btf G end verticals. WEBS 2x4 OF No.1&Btr G 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 uide. ' REACTIONS. All bearings 0-3-8. . (lb) - Max Horz 2=240(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 6 except 9=-171(LC 8), 2=-221(LC 8), 7=-109(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 6, 7 except 9=564(LC 1), 2=672(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-370/23,3-9=-528/153 �9U��� C®�� BOT CHORD 2-10=-112/325 ®® C WEBS 3-10=-93/359 BUILDING ®MSI® NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. I,APPROVED Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 6 except (jt=1b) OpROFESS/ONy 9=171,2=221.7=109. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7. pAU� RiL Fti 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C 66864 * EXP. 09/3012016 * 1 April 12,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vorid for use only with Mlek@ 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobricolion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quolity-Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Joy TrussTruss Type Qty Ply Banks Residence 505728ANKS M7 , Jack -Closed 1 1 K1890630 BC 0.14 Vert(TL) -0.03 13-16 >99.9 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) DESIGN ASSTS t ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:25 2016 Page 1 ID: W3UfhLNamgLp33Jg4dnm3iy6k8H-dQRODRB?s�ft443?fVQUzYUutj196DcltAlnjG4HzRRHq 0 4-0-0 9-11-8 2-0-8 2-0-0 1 2-0.0 0.6- 1b•0 2-" 1.7-11 4inF17 10 Scale = 1:49.6 to N LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.02 13-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 13-16 >99.9 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) IWeight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 DF No. 1&Btr G BOT CHORD REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 12=0-3-8, 2=0-3-8, 8=0-3-0. (lb) - Max Horz 2=217(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=-163(LC 8), 2=-230(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 10, 4, 5, 6, 7, 8, 9 except 12=570(LC 1), 2=667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/27, 3-12=-528/148 BOT CHORD 2-13=-108/313 WEBS 3-13=-88/343 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end vertical's. Rigid ceiling) directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing bq.installed during truss erection, in accordance with Stabilizer Installation guide. SUITE COUNTY 13UILDING DIVISION ISI®N APPROVED NOTES - 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; ease=4ft; Cat. It; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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 12-0-0 wide will fit between the bottom chord and any other members. i 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. QROF ESS/pN 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9. ��O ?PUL q�F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 4; 5, 6, 7, 8, 9 except Qt=1b) 12=163, 2=230. Q 2 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 8, 9. C 66864 rn 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j * EXP. 09/30/2016 . F CALF April 12,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �, Well( a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil' ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ell( is always required for stability and to prevent collapse with possible personal injury and properly 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 SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona. CA 92880 Jop Truss Truss Type Qty Ply Banks Residence Plate Grip DOL 1.15 TC 0.34 TCDL 11.0 K1890631 505728ANKS M8 Jack -Closed 1 1 YES WB 0.05 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference oplionall DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:26 2016 Page -1 ID: W3UfhLNamg Lp33Jg4dnm3iy6k8H-6c?PRnCddz?xg9Eh_BUn 15QvfZPsL12JXRSgdjzRRHp 9.10-0 2 -Dy 2-0-0 i 2-0.0 -6-0 IN1% 11 11 i 1lp.w�_ 1.5x4 i " 3x6 = 1.5x4 II LOADING(pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 TCDL 11.0 Lumber DOL 1.25 BC 0.30 8CLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF No.t&BtrG DEFL. in (loo) Well Lid PLATES GRIP ' Vert(LL) -0.0311-14 >999 240 MT20 220/195 Vert(TL) -0.0811-14 >999 180 Horz(TL) 0.01 1 n/a n/a BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 0.1-8 except Ot=length) B=Mechanical, 10=0-3-8, 1=Mechanical, 7=0-3-0. (lb) - Max Horz 1=182(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 8, 1, 3, 4; 5, 6, 7 except 10=-213(LC 8) Max Gram All reactions 250 Ib or less at joints) 8, 3, 4, 5, 6, 7 except 10=657(LC 1), 1=356(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-377/53, 2-10=-627/205 BOT CHORD 1-11=-115/341 WEBS 2-11=-122/376 Scale = 1:40.3 Weight: 70 Ib . FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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. BUTTE COUNTY T BUILDING DIVISION NOTES - Wind ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. I° P O 1a9 D Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. OQt /Ohl 5) Refer to girder(s) for truss to truss connections. ??NUL ja 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6. h4r�� P U Ril,�, F2c 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift. at joint(s) 8, 1, 3, 4, 5, 6, 7 except Ot=lb) 10=213. C 66864 M 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * XP. 09/30/2016 * ME April 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with naiek0 connectors. This design is based only upon parameters shown, and is for on 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 ■■�.YY■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss.systems, see ANSI/rPll quality Criteria. DS8-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qly Pty Banks Residence 50572BANKS M9 Jack -Closed 1 1 K1890632 ^� BC 0.32 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) "'amu, �^^r""ac• GA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:26 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-6c?PRnCddz?xg9Eh BUn15QvMZPcLIOJXRSgdjzRRHp 9-10-0 7-8-3 3x6 = 1.5x4 9 8 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 TCDL 11.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF No.1 &Btr G DEFL. in (loc) I/def] L/d Vert(LL) -0.0310-13 >999 240 Vert(TL) -0.0810-13 >999 180 Horz(TL) 0.01 1 Na n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 1=Mechanical, 7=Mechanical, 9=0-3-8. (lb) - Max Harz 1=170(LC 5) Max Uplift All uplift 100 Ib or fess at joint(s) 1, 7, 3, 4, 5, 6 except 9=-220(LC 8) Max Gram All reactions 250 Ib or less at joint(s) 7, 3, 4, 5, 6 except 1=348(LC 1), 9=700(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/64, 2-9=-668/214 BOT CHORD 1-10=-109/330 WEBS 2-10=-127/385 Scale = 1:35.9 PLATES GRIP MT20 220/195 Weight: 66 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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. SUITE COUNTY i BUILDING DIVISION NOTES - 1) Wind ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; / V V H U Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other jive 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 3, 4, 5, 6 except at=1b) 9=220. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O?ROFESS/pN� ?PUL C 66864 m 09/30/2016 /* April 12,2016 ® WARNING -Verify 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 mlea connectors. This design is based only upon parameters shown. and is for on individual building component, not �• a truss system. Before use. the building designer must verily the applicability at 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 MiTek 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 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty • Ply Banks Residence K1890633 505728ANKS M10 Jack -Closed 1 1 Job Reference(optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:21 2016 Page 1 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-ITB WN38VoR MeaOLjBevcK2j2dYiRg Uma0913XVZRRHIt 9.1 0.0 15-6-4 9-10-0 5.8-3 Scale: 3/8"=1' 1.5X4 11 - 5-1-10 9-10-0 5-1-10 4-8-6 Plate Offsets (X.Y)— [1:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC • 0.35 Vert(LL) -0.03 8-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.08 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 61 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G 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 Mechanical except Qt=length) 7=0-3-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 1=156(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 3, 4 except 7=-219(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 3, 4 except 1=348(LC 1), 7=700(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/77, 2-7=-668/213 BOT CHORD 1-8=-108/330 � WEBS 2-8=-126/385 BUILDING BUTTE COUNTY � NOTES- ®IVISIOIV 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24h; eave=oft; CAL 11' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and rig ®® /� ® , exposed; Lumber DOL=1.60 plate grip DOL=1.60 pVs 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. pROFESSlp,1, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 3, 4 except ��(� ?PUL (jt=lb) 7=219. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. c) Q C� 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. w C 66864 T- m M * XP. 0913012016 C April 12,2016 WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MifekO 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 ■ii��•YYY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek 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 SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee street. Suite 312. Alexandria. VA 22314. Carona, CA 92880 Job Truss Truss Type DEFL. in PlyBanks Residence TCLL 20.0 Plate Grip DOL 1.15 ]Qty Vert(LL) -0.03 7-10 >999 240 K1890634 505728ANKS 1011 Jack -Closed 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 1 n/a n/a Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA . . 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:21 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H-IfBWN38VoRMeaOLiBevcK2j2gYhOgUma0913xVzRRHu . 9-10-0 3-8-3 3x6 = 6 5 1.5x4 II l� 0 Scale= 1:29.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 • Vert(LL) -0.03 7-10 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 56 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1 &Btr G end verticals. WEBS 2x4 OF No.1&Btr G 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=350/Mechanical, 6=653/0-3-8, 3=32/0-1-8 Max Horz 1=151(LC 5) o Max Uplift 1 =-90(LC 8), 6=-191(LC 8), 3=-55(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-366/81, 2-6=-621/185 BOT CHORD. 1-7=-109/331 T'j'� [�®U�� WEBS -2-7=-126/386 BUTTE U 1 �+ NOTES- BUILDING DIVISION 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; APPROVED Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=1b) pRpFESS/ 6=191.ON 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ��� QPULq��<` 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� R�(/F 4- LIJ C 66864 v m * EXP. 09/30/2016 VIS OF CAS April 12,2016 WARNING - Verity doslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design vaUd for use only wilh MleM 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 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 brocing MiTek' ek• 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/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Banks Residence TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except. T2: 2x4 DF No.l &Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K1890635 50572BANKS M12 Roof Special Girder 1 1 Max Harz 2=62(LC 25) Max Uplift5=-200(LC 5), 2=-367(LC 8) Max Gray 5=51O(LC 3), 2=884(LC 1) Job Reference o tip anal DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:22 2016 Page 1 ID:VV3UfhLNamg Lp33Jg4dnm3iy6k8H-DrlubP97Zk VVCXwwlMQrtFF BVy29PICkcpUcTyzRRHI -4-0-0 I 3.5-03-10-10 8-0-0 I 4-0-0 3-5-4 1116 4.1-6 5x8 \\ Scale = 1:23.5 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO 'Code IBC2012rrP12007 CSI. TC. 0.47 BC 0.29 WB 0.29 (Matrix -M) DEFL. in floc) I/defl L/d Vert(LL) 0.03 5-6 >999 240 Vert(TL) -0.07 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except. T2: 2x4 DF No.l &Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) 5=505/Mechanical, 2=884/0-3-8 Max Harz 2=62(LC 25) Max Uplift5=-200(LC 5), 2=-367(LC 8) Max Gray 5=51O(LC 3), 2=884(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1141/456 BOT CHORD 2-12=-442/1062, 6-12=-442/1062, 6-13=-440/1046, 13-14=-440/1046, 5-14=-440/1046 e ' q N BUTTECOUNTY WEBS 3-5=-1094/446 u/ BUILDING DIVISION 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Ca"" APPROVED Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. QRpFESS/ON 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=200, ��� P AUL 2=367. in design of this truss. Z 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used the analysis and Q 7 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 6686 m 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 576 Ib down and 330 Ib up at 3-11-12, and 103 Ib down and 72 Ib up at 6-0-12 on top chord, and 29 Ib down and 8 Ib up at 2-0-12, and 18 Ib down and 19 Ib up at P. 0913012016 4-0-12, and 18 Ib down and 19 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the * responsibility of others.P I 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i F OF 0,1,00 LOAD CASE(S) Standard f April 12,2016 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015,REFORE USE. Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown. and is for on individual building component. not o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing MiTek` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. injury and properly damage. For general guidance regarding the is always required for stability and to prevent collapse with possible personal fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 250 Ktug Circle ' Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. L Job., Truss Truss'Type Reside ]Qty 1 t. �PlynceBanks K1890635 50572BANKS M12 Roof Special Girder 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-7=-20 Concentrated Loads (Ib) Vert: 10=-522 11=18 12=-8(F)13=8(F)14=7(F) /.840 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:22 2016 Page 2 ID:VV3UfhLNamgLp33Jg4dnm3iy6k8H-DdubP97ZkVVCXwwlMQrtFFBVy29PICkcpUcTyzRRHt WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTea connectors. This design is based only upon parameters shown, and is for an individual building component, not C� a truss system. Before use. the building designer must verily The applicability of design parameters and properly incorporate this dellgn into the overall i�Y■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandno, vA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 50572BANKS M13 MONO CAL HIP 1 1 K1890636 ^ Rep Stress Incr NO BCDL 10.0 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:22 2016 Page 1 ID: W3UfhLNamg Lp33Jg4dnm3iy6k8H•DrlubP97Zk WCXwwl MQrtFFCvyziPv9kcpUcTyzRRHI 5-11.11 5.5.4 5.9-14 8.0-0 5-5-4 04-10 2-0-5 - 0-1.13 Scale= 1:17.9 4x6 % 5.5-4 5 14 B-0.0 -5.4' 10-0 10 Plate Offsets (X.Y)— 15:0-3-9.0-3-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012fTP12007 LUMBER - TOP CHORD 2x6 DF NO.2 G 'Except' T2: 2x4 OF No. 1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=1189/0-3-8,4=964/Mechanical Max Horz 1=47(LC 8) Max Uplift /=-291(LC 8), 4=-269(LC 4) 4 1.5x4 11 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TC 0.38 Vert(LL) 0.06 5-8 >999 240 MT20 220/195 BC 0.64 Vert(TL) -0.17 5-8 >554 180 WB 0.17 Horz(TL) 0.01 4 n/a n/a (Matrix -M) Weight: 36 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins, except . 2-0-0 oc purlins: 2-3. 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, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1155/292, 2-3=-1094/296 BOT CHORD 1-9=-291/1085, 9-10=-291/1085, 5-10=-291/1085 WEBS 3-4=-939/262, 3-5=-357/1334 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=6.Opsf; BCDL=6.Opsf; h=25h; B=45h; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb) 1=291, 4=269. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 354 Ib down and 82 Ib up at 0-0-0, 354 Ib down and 89 Ib up at 2-3-4, and 354 Ib down and 96 Ib up at 4-3-4, and 446 Ib down and 113 Ib up at 6-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 Continued on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCE PAGE 1,11II-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITekO conneclors. This design is based only upon parameters shown, and is for on 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 properly 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE O9(i0F ESS/pN� ?AUL RiL� F22 w C 66864 �mtl rr � EXP_ 09130/2016 /* Well(' 250 Klug Circle Corona, CA 92880 April 12,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, ond•is for on individual building component. not a truss system. Belore use, the building designer must verity the opplicabilily of design parameters and property incorporate this design into the overall pp pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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, DSS -89 and BCSI building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Truss Truss Type Qty Ply Banks Residence , 50572BANKS M13 MONO CAL HIP 1 1 K1890636 • Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:23 2016 Page 2 I D: W3UfhLNamgLp33Jg4dnm3iy6k8H-h 1 JGolAIK2dMph V6J3x4PToNfMJx8MPtrTEA00zRRHs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 2-3=-62, 4-6=-20 ' Concentrated Loads (lb) Vert: 6=-354(B) 9=-354(B) 10=-354(B) 11=-446(B) BUTTE C®UIN 5 BUILDING DIVISION. PTR ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, ond•is for on individual building component. not a truss system. Belore use, the building designer must verity the opplicabilily of design parameters and property incorporate this design into the overall pp pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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, DSS -89 and BCSI building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Truss Truss Type Qty Ply Banks Residence , 50572BANKS M13 MONO CAL HIP 1 1 K1890636 • Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, ond•is for on individual building component. not a truss system. Belore use, the building designer must verity the opplicabilily of design parameters and property incorporate this design into the overall pp pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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, DSS -89 and BCSI building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Banks Residence 505728ANKS P BLOCKING 2 1 K1890637 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Job Reference o tional ���r�ry �aaro ruv c, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:27 2016 Page 1 µ--Vi- ISD:W3UfhLNamgLp33Jg4dnm3iy6k8H-aoZne6DGOH7nlJptYv00aJz3Uzp645uTm5CN9gzRRHo 0.6-7 10 1 24x8 = 65 8x8 = 3x10 II Scale = 1:30.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.in floc) I/defl I Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) . -0.00 5 '>999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.t&Btr G TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=71 /Mechanical, 4=63/Mechanical Max Harz 5=-200(LC 22) Max Uplift 5=-1275(LC 17), 4=-1274(LC 20) Max Grav 5=1272(LC 24), 4=1264(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD 2-5=-1269/1271, 2-3=-340/334 BOT CHORD 4-5=-421/402 BUILDING DIVISION. ISI® WEBS 2-4=-1306/1306 NOTES- 'APPROVE 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=1275, 4=1274. PROFESS/()N 8) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �F� ?PUL q�F loads along bottom chord from 0-0-0 to 1-10-0, 0-0-0 to 1-10-0 for 100.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. uJ C 66864 7 m tr � EXP. 09/3012016 OF C April 12,2016 ®WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. *A� Design valid for use only with MgekO connectors. This design is based only upon parameters shown. and is for an individual building component, not q�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ajV` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabirity 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 B011ding Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexondrio, VA 22314. Corona, CA'92880 Jop, Truss Truss Type Qty Ply Banks Residence 50572BANKS P2 BLOCKING 1 1 K1890638 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr Job Reference o tional DESIGN ASSTS I ANL�t, YAKAURSL, L;A LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 TCDL 11.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code IBC2012frP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&BtrG REACTIONS. (Ib/size) 5=66/Mechanical, 4=57/Mechanical Max Horz 5=-184(LC 22) Max Uplift5=-887(LC 17), 4=-886(LC 20) Max Grav 5=885(LC 24), 4=877(LC 21) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:27 2016 Page 1 I D:MUfhLNamgLp33Jg4dnm3iy6k8H-aoZne6DGOH7nIJptYv00aJz5BzpK48BTm5CN99zRRHo 0-6.7 1.8-8 124 Scale = 1:30.5 .65 » 3x6 I I 6x8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-882/884 BOT CHORD 4-5=-293/275 WEBS 2-4=-896/896 DEFL. • in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 220/195 Vert(TL) -0.00 5 >999 180 Horz(TL) -0.00 4 n/a n/a Weight: 24 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection; in accordance with Stabilizer Installation quide. NOTIES- Wind ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; BUTTE TE OU NTY Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BUILDING p ! ! DIA 1(� DIVISION �\ /� %� exposed; Lumber DOL=1.60 plate grip DOL=1.60 BU L. � Vp�G V S 2) ThisProvidetruss adequate drainage to prevent water pondingh AP P tl l ®� 3) This truss has been designed fora 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=887, 4=886. 8) This truss has been designed for a total drag load of 200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ?ROF ESS/pN loads along bottom chord from 0-0-0 to 1-8-8, 0-0-0 to 1-8-8 for 58.5 plf. ��� ?AUL q�F 9) "Semi-rigid pitchbreaks including heels" Member -end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.coQQ F� C�2 u, C 66864 v rn o EY. 0913012 16 * April 12,2016 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with M100 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek" is otwoys 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 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 JoIS Truss Truss Type Qty Ply Banks Residence DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K1890639 505728ANKS P3 BLOCKING 1 1 BC 0.04 Vert(TL) -0.00 7 >999 180 6) Refer to girder(s) for truss to truss connections. BCLL 0.0 ' Rep Stress Incr YES Job Reference o tional +bblb 1 ANL t, FAKAutbt, UA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:28 2016 Pagel I D:Vv3UfhLNamgLp33Jg4dnm3iy6k8H-2779rS Eu9aFewSN35cXF6 WVI KN9Upe 1 c7lxxhbzR RHn 0-6-7 14-15 0 -3 - 46 = T v v Scale = 1:30.5 FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 4-7=-374/281 WEBS 4-6=-285/268 87 3x6 = 1.5x4 II 1 �-8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 180 6) Refer to girder(s) for truss to truss connections. BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 6 n/a n/a 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. load(s) 175 Ib down 53 Ib BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) on chord. Q Weight: 25 Ib FT = 20% LUMBER- LOAD CASE(S) Standard BRACING - 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 TOP CHORD 2x4 DF No.1&Btr G Uniform Loads (plf) TOP CHORD 2-0-0 oc purlins: 1-3, 4-5, except end verticals. BOT CHORD 2x4 DF No. 1&Btr G Concentrated Loads (lb) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&BtrG JOINTS 1 Brace at Jt(s): 2, 3, 4, 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with, Stabilizer Installation guide. REACTIONS. (Ib/size) 7=237/Mechanical, 6=50/Mechanical Max Harz 7=-159(LC 6) Max Uplift7=-306(LC 6), 6=-282(LC 18) Max Grav 7=400(LC 18), 6=285(LC 6) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 4-7=-374/281 WEBS 4-6=-285/268 COUNT�C NOTES -BUTTE 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; BUILDING DIVISION C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right plate grip DOL=1.60 exposed; Lumber Drainage / Q'1 t 2) Provide adequate drainage to prevent water ponding. � ®0 \!S� 11✓� APPROVED 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=306, 6=282. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. PROFESS/0N 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. load(s) 175 Ib down 53 Ib q�F 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated and up atR/L� 0-1-12 top The design/selection of such connection device(s) is the responsibility of others. G) on chord. Q w C 66864 v n LOAD CASE(S) Standard o M 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 EXP. 09/30/2016 Uniform Loads (plf) * Vert: 2-3=-62, 6-8=-20 Concentrated Loads (lb) Vert: 2=-175 OF CA�� April 12,2016 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MlekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the opplicobility of design parameters and property incorporate this design into the overall■��YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and properly 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Joh. Truss Truss Type Qty PlyBanks Residence building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing CSI. DEFL, in (loc) I/deft Ud PLATES GRIP K1890640 50572BANKS P4 BLOCKING 1 i MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 Job Beference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:28.2016 Page 1 ID:WJUfhLNamgLp33Jg4dnm3iy6k8H-2?79rSEu9aFewSN35cXF6vwlwN9opfSc?fxxhbZRRHn ' 1-10-8 O -7 4.005_2 2 3 1.5x4 II 5 3x6 = 4 Scale = 1:29.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-250/181 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Catal�j TTE COUNTY �S Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right V �� �t /N4.d �`pq F� C exposed; Lumber DOL=1.60 plate grip DOL=1.60 BUILDING DIVISION B` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ROVED 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 wid( iIt fit between the bottom chord and any other members. /^n\� 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=187, 5=252. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �O9?O ESS/p pAUL U.1 C 66864 W EXP. 09/30/2016 OF April 12,2016 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. I 1--10-8 0.10-8 0.jr7 8-7 C9�' LOADING (psi) SPACING- 2-0-0 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Corona. CA 92880 TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G 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) 6=64/Mechanical, 5=73/Mechanical Max Horz 6=158(LC 7) Max Uplift6=-187(LC 4), 5=-252(LC 5) Max Grant 6=250(LC 7), 5=221 (LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-250/181 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Catal�j TTE COUNTY �S Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right V �� �t /N4.d �`pq F� C exposed; Lumber DOL=1.60 plate grip DOL=1.60 BUILDING DIVISION B` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ROVED 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 wid( iIt fit between the bottom chord and any other members. /^n\� 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=187, 5=252. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �O9?O ESS/p pAUL U.1 C 66864 W EXP. 09/30/2016 OF April 12,2016 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. © Design valid for use only with MIlek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not C9�' 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. Addilional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 quality Crllerlo. DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona. CA 92880 Jab _] Truss Truss Type Qty Ply Banks Residence 505728ANKS P5 JACK -CLOSED 1 1 K1890641 nccin_r,r nccmrn a^r Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:29 2016 Page 1 ID:V'13UfhLNamg Lp33Jg4dnm3iy6k8H- WBgX3oEMmuNVXcyGf K2Ufk2SanVdY4gm DPhU D2zRR Hm F- - 2 15 2-2.1 -7 4.00 F12 2 3 Scale= 1:26.4 . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-6=-980/919, 1-2=-403/376 BOT CHORD 5-6=-421/371 WEBS 1-5=-907/947 BUTTE COUNTY TES- 1 Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=Nft; eave=oft; C2l11J I L®I N G DIVISION Exp enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=926, 5=874. 7) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QRQF ESSin loads along bottom chord from 0-0-0 to 2-0-0, 0-2-8 to 2-2-8 for 110.4 plf. �0 ^i( 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4�Q ^ ?PUL April 12,2016 ,& WARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek@ 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 Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek* 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 250 Klug Circle Safety Information available from Truss Plate tnslilule. 218 N. Lee Street. Suile 312, Alexandria. VA 22314. Corona, CA 92880 6 3x6 II 4 6x8 = 221 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 20 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=71 /Mechanical, 5=100/Mechanical Max Harz 6=237(LC 19) Max Uplift6=-926(LC 17), 5=-874(LC 20) Max Grav 6=979(LC 24), 5=843(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-6=-980/919, 1-2=-403/376 BOT CHORD 5-6=-421/371 WEBS 1-5=-907/947 BUTTE COUNTY TES- 1 Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=Nft; eave=oft; C2l11J I L®I N G DIVISION Exp enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=926, 5=874. 7) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QRQF ESSin loads along bottom chord from 0-0-0 to 2-0-0, 0-2-8 to 2-2-8 for 110.4 plf. �0 ^i( 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4�Q ^ ?PUL April 12,2016 ,& WARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek@ 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 Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek* 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 250 Klug Circle Safety Information available from Truss Plate tnslilule. 218 N. Lee Street. Suile 312, Alexandria. VA 22314. Corona, CA 92880 P6 DESIGN ASSISTANCE, PARADISE, CA Truss Type ROOF SPECIAL SUPPORT Oty IPly I Banks Residence K1890642 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:29 2016 Page 1 1 D: W3UfhLNamgLp33Jg4dnm3iy6k8H-WBgX30E Wwu NVXcyGfK2Ufk2SPnVaY3XmDPhUD2zRRHm -7 1.10-0 0- -7 4.00 F12 2 3 t, 4 3x10 6x8 = II Scale = 1:25.8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 2201195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 HOrz(TL) -0.03 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0, oc bracing. MiTek recommends that Stabilizers and'required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=6211-10-8,3=1/1-10-8.4=74/1-10-8 Max Horz 5=170(LC 20) Max Uplift5=-998(LC 17), 3=-67(LC 24), 4=-879(LC 20) Max Grav 5=1080(LC 24), 3=60(LC 17), 4=885(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-5=-1064/1007.1-2=-389/368 BOT CHORD 4-5=-434/396 WEBS 1-4=-994/1027 pI g NOTES- BUTTE COUNTY 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; CatBUILDING DIVISION Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumbeo wind loads plate grip DOL fthe APPROVED � ®� Q"q 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry /(�� AA�� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. QROFESS/ON 8) A plate rating reduction of 20% has been applied for the green lumber members. 0 ?AUL q�F 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 5=998 4=879. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 2 C 66864 m 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag � loads along bottom chord from 0-0-0 to 1-10-0 for 200.0 plf. EXP. 0913012016 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 12,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek0 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 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 MiTek Is always required for stability and to prevent collapse with possible personal injury and properly 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Carona, CA92880 Wb (Truss Truss Type Ply . I Banks Residence Jb/2BANK5 ISil Jack -Open 16 1I K18116431 DESIGN ASSISTANCE PARADISE CA Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:30 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H_NEvG8F8gCVM9mXSD1ZjBxbZRAgCHZnvS3QlmUzRRHI 4-0.0 1-10-10 2.1.6 4.00 12 2 WIN 4 Scale = 1:15.6 LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8. (lb) - Max Harz 2=77(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 3=-109(LC 1), 2=-303(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 3, 4, 5 except 2=582(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. �Tinstallecl ek recommends that Stabilizers and required cross bracing' during truss erection, in accordance with Stabilizer tallation guide. NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �����®� �"�� 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � � �®' �� DIVISION Kill 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-Q tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 3=109 , 2=303. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpRpF E SS/ON\ 'AUL Rill (�2 co `e Z U C 66864 A EXP. 09/30/2016 / OF April 12,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MffekO 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 verify the applicability of design incorporate ©�• t -9•t° `•�YC MiTek' -10-IO t- 3 4.0-0 fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 250 Kfug Circle Corona, CA 92880 t.9 -t4 0- - 2-t•6 Plate Offsets IX Yl— 2:0-6-11.0-0-101 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL' 1.15 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCDL 11.0 Lumber DOL 1.25 TC 0.41 BC 0.08 Vert(LL) Vert(TL) 0.00 8 0.00 8 >999 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a 180 n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8. (lb) - Max Harz 2=77(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 3=-109(LC 1), 2=-303(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 3, 4, 5 except 2=582(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. �Tinstallecl ek recommends that Stabilizers and required cross bracing' during truss erection, in accordance with Stabilizer tallation guide. NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �����®� �"�� 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � � �®' �� DIVISION Kill 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-Q tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. APPROVED 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 3=109 , 2=303. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpRpF E SS/ON\ 'AUL Rill (�2 co `e Z U C 66864 A EXP. 09/30/2016 / OF April 12,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MffekO 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 verify the applicability of design incorporate ©�• parameters and properly 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 `•�YC MiTek' 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 Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 250 Kfug Circle Corona, CA 92880 Truss Type 50572BANKS ISJ2 Banks Residence K1890644 DESIGN ASSISTANCE, PARADISE, CA 3oD Heterence (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 12 13:16:30 2016 Page 1 ID:W3UfhLNamgLp33Jg4dnm3iy6k8H_NEvGBF8gCVM9mXSD1ZjBxbZRAgGHZnvS3QlmUzRRHI t -4 3-10-10 4.0--00 4 0 D 3-10-10 0-1-6 e Offsets (X.Y)-- f2:0-6-3.0-0- Scale = 1:16.4 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCDL 11.0 Lumber DOL 1.25 TC 0.41 BC 0.08 Vert(LL) Vert(TL) 0.01 4-7 0.01 4-7 >999 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) -0.00 2 n/a 180 n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 24 Ib FT = 20% LUMBER - TOP CHORD � 2x6 DF N0.2 G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=32/Mechanical, 2=523/0-3-8, 4=9/Mechanical Max Horz 2=96(LC 8) Max Uplift31=-18(LC 5), 2=-238(LC 8), 4=-11(LC 5) Max Grav 3=32(LC 1), 2=523(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 guide NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L:F24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOLsigne TCOUNT, plate grip DOL=1.60 BUTE 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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 widelilj �D n' DIVISION �\ /� C a (`7 ��j fit between the bottom chord and any other members. BU 1 v `v' v p�a°.r�ye �e 4) A plate rating reduction of to t has been applied for the green lumber members. APP ®�J �+ 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=1b) 2=238. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Op?,0FESS/64, RiL,F2 c. C 66864 - A EXP. 09130!2016 l April 12,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on 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 q Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 VI iT ek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 mob ry Truss Truss Type Qty Ply Banks Residence 50572BANKS SJ3K1890645 Jack -Open 4 1 DESIGN ASSISTANCE. PARADISE. CA Job Reference optional) '. u s oep ca tut a ml I ex Industries, Inc. Tue Apr 12 13:16:30 2016 Pagel ID:WJUfhLNamgLp33Jg4dnm3iy6k8H-_NEvG8F8gCVM9mXSD1ZjBxbZRAgGHZnvS3Q1 mUzRRHI 4-0-0 400 1.10-10 Scale = 1:19.9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code. IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.18Btr G REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Horz 2=116(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 3 except 2=-231 (LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=525(LC .1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in floc) I/dell L/d PLATES GRIP Vert(LL) 0.01 5-8 >999 240 MT20 220/195 Vert(TL) 0.01 • 5-8 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 29 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation auide. NOTES - 1) Wind: ASCE 7-10; Vu(t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45h; L=24ft; eave=4h; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. T�� COUNTY 3) ' This truss has been designed for a live load of 20.0psf 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. BUILDING + 1 R N DIVISION 4) A plate rating reduction of 20% has been applied for the green lumber members. ! R� D 5) Refer to girder(s) for truss truss connections. APPROVED E 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. a. \!/0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 3 except (jt=lb) 2=231. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ------ PUL ^ AUL l� C66 6 lm fy X E.7.09130!2 16 / Cwo April 12,2016 ®WARNING • VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 on individual buitding component, not a truss system. Before use, the building designer must verify the applicability of design parameters incorporate � and property 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 bracing permanent is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing at trusses and truss systems. see MiTek' ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 GQ.m:p uTp us..111a. Custom Software Engineering Manufacturing 03 Gas (T9 rn se FILE: NO: Lateral Brace Detail DATE: 0723/0 S EQ: 2787671 IBC 2006 /CBC 2007 M red atbracevals. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach T bracing. Tbracing is a 2x memberplaced flaton the web as shown inthe figures. 1-2x4 Brace Required See appropriate.CompuTrus Engineering 2x4 T Brace I� E— Web 2 or 3-2x4 Braces Silown See appropriate CompuTrus Engineers ng 2xS T Brace 2x4 T Brace 'r-_ t— Web f-- Web The T brace must be at least 80% of the wets Length and is attached with 10d nails at 6"o.c, througho ut Typical at trusses 24'o.c_ only. 11'a 2x4 or 2x6 web requires a single brace, a 2x4 Tbrace maybe substituted. tf a 2x4 or 2xS web requires 2 or 3 braces, a single 2x6 Tbrace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. Trusses at 24-6.c. typical 2x4 laieral brace with 2-10d nails per truss. Refer to✓CompuTrus E ng. _,. Latera► Brace ' Brace must be 80% of the length of the web. 2x4 T Brace with 1 O nails at 6'o.c I✓ Alt. L2teral Brace' e T_ U T .u`I 1 T d X Q T STANIDARD G,45LE END DETAIL 12 VARICS MATCH COM. TR SS A LEDGER MINIMUM GRADE CORDS. AND STUDS PER .TRU55 DESIGN, —5PAN TO -MATCH GOMMON' TRU55 —=-I 4-I0d- NAILS. MIN. bd a 6" O.G. 2-I0d T'I'P. PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2' MAX EAVE W/ NO;2 OR BUTTE COUNTY BTR 4x2.OUTLOOKER5 @ 32" BUILDING DIVISION O.G., DONOT OVER GUT TOP \, CORD ® OUTLOOKER 2X4 B "ROVED. E®. NOTCHES. 2X4 STUD OR BTR SIMPSON A34 OR SPACED ® 5'-0" 0.4. EQUIVALENT SHALL BE PROVIDED AT EACH END OF BRACE. s CONNECT 'AT END W/ STRONGBAGK 7 4-I0d NAILS, MAX LENGTH LEDGER 15 STANDARD TRUSSES GABLE END SPACED e 24" O.G. SIMP50N A54 OR _ EQUIVALENT 2x CONTINOU5 BACKING W/ 16d'5 @ 24" O.G. 'MIN. 1. GABLE TRU55 TO BACKING 4 BACKING TO TOP PLATE. Esse pq Q 066 y 'f EXP. 061W/14 CIV11- �P dOTES: OF CA1-1F PETAIL A 1. 2X4 NO.2 OR BTR FOR LEDGER AND 5TRON(56ACK NAILED TOGETHER W/ IOd NAILS a 6" O.G. ?)..2X4 LEDGER NAILED TO EACH STUD WITH 5-I0d NAILS. S). 2X4 STRONGBAGK TO BE CONNECTED TO EACH VERT. STUD W/ 2-IOCI TOE NAILS. F). THE IOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10a BOX NAILS x.151 "D IAX3.O "LG) H15 DETAIL 15 APPLICABLE TO 5TRUGTURAL GABLE .END, IF THE FOLLOWING CONDITIONS 'ARE IF -T: THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED 4'-O" MAX FOR 85 1PH EXP. G WIND LOADING. • 1). MAX MEAN ROOF HEIGHT 15 45'. �). MAX ROOF LIVE LOAD TO BE 40 POUN05 PER 5QUARE FOOT. ). PLCASE.GONTAGT TRUSS ENGINEER IF THERE ARE 'ANY QUE5TION5. ).. DE516N NOT VALID IF LOCATED ON AN ISOLATED "HILL. RIDGE OR.ESGaRPMPN-r