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HomeMy WebLinkAboutB16-1297 000-000-000LANCHO ineering, ins. October 25, 2016 Butte County Building Department 7 County Center Drive Oroville CA 95965 Re: Cox Residence 5198 Miocene Circle Oroville, CA Attn: Building Official I have reviewed the attached truss designs provided by Meeks Lumber and Hardware. My review indicated that the truss calculations for the roof and floor are in general conformance with the engineering requirements as specified on plans. Truss configuration, geometry and other architectural features are responsibilities of truss designer/ or project architect/designer. If there are any questions or concerns, please fe ree to contact me at the number below. Thank you, W' Jarrod P. Holliday P.E. BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY APR 0 3 2017 DEVELOPMENT SERVICES �C Jarrod Holliday, P.P. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com Y CI -IO ineering, Inc. STRUCTURAL CALCULATIONS Rancho Job #16-223 Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis • Beam Analysis Revision Summary: Rev. 0 for Cox Residence Addendum 5198 Miocene Circle Oroville, CA 10/21/16 Page # 1 G1 L1-L4 B1 Initial Issue This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering IncTT. ancho Engineering Inc. disclaims responsibility for any structural design not specifically ado'ressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. APR 0 3 2017 Jarrod Holliday, P.E. Civil, Structural, Septic Design DEVELOPMENT PERMIT#., ___1? IZ`� 7 SERV'IC'ES BUTTE COUNTY DEvE optAENT SF-AVIGES ISI ViBI LVED FOR E PGS CODE COMPLIANCE DATE'S 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com c Sr,ALE = N.T.S. JOB # 16-225 5550 Skyway, Ste. G GOX RESIDENCE CHO Paradise, GA g5g6�f 51gg MIOCENE GR. 11 Phone/Fax: OROVILLE, GA 'neerin ,Inc. (550) 877-3700 10/24/2016 Cox Residential Addendum - Job 16-223 Gravity Loads: Roof Dead Load Slope= 8 /12 5/8" Ply 2.25 psf Metal Roof 5.0 psf Framing 5.0 psf Sheetrock 2.8 psf Insulation 1.0 psf Misc. 1.4 psf Total Sloped= 17.47 psf Total Horiz.= 21.00 psf Roof Live Load 1construction Exterior Wall Dead Load 3/8" PLY. Stucco Framing Sheetrock Insulation Misc. Interior Wall Dead Load Framing 1/2" Sheetrock Misc. 1.8 psf 10.0 psf 1.7 psf 2.2 psf 1.0 psf 1.3 psf 1.7 psf 4.4 psf 1.9 psf 8.� f ii : BE �� G� 10/24/2016 Cox Residence Addendum - Job 16-223 All Heights Method Wind Loading L) CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Front/ h= 17.5 Windward wall Pressure' Y V^2= 12100 G= 0.85 1= 1 Pmax= 19.20 Wall Line ✓ z= 11 0.73 qs 30.98 -0.01 Exposure: Peak Ht= 24 -0.51 kZ 0.85 Kzt= 1 psf 2.85 kh= 0.88 qh= 23.09 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure' Y 0.43 11.31 Pmax= 19.20 psf psf Pressure Y 0.73 19.20 -0.01 -0.27 Pmin= -8.69 Leeward wall Pressure' Y -0.51 -13.41 Pmax= 13.41 psf 2.85 Pressure Y -0.21 -5.52 Condition 2 Pressure Y 0.41 Pressure' Y -0.66 -17.35 Pmax= 17.35 psf Y Side wall Pressure" Y -0.35 -9.20 psf Leeward Roof Pressure Length= 30 ft Pmin= -17.93 psf Pressure' Width= 40 ft Pmax= -21.46 psf II to ridge Pressure Height= 11 ft Wind Load Areas SQFT Pmin= -29.61 psf Areas SQFT Windward= 440 Pwall = 8445.97 Ibs Windward= 400 Normal Leeward= 440 Proof= Pwall = 5900.61 Ibs Normal Wind Sidewall Left= 360 Pwall = 6247.70 lbs Wind Sidewall Right= 0 Pwall = 0.00 lbs 0.00 lbs Windward= 440 Parallel to ridge Right= 0 Pwall = 8445.97 Ibs Proof= Inverse Leeward= 440 Pwall = 5900.61 Ibs Wind Sidewall Left= 0 Pwall = 0.00 lbs Sidewall Riqht= 360 7170.87 lbs Pwall = 6247.70 lbs Parallel to ridge Left= 0 Slope 8/12 jEnclosed C11et(Table 1609.6.2(2) P (Eqn 16-34) Pressure' Y -0.32 -8.69 Pmax= 11.00 psf Winward Condition 1 Pressure Y -0.01 -0.27 Pmin= -8.69 psf Roof Pressure' Y 0.11 2.85 Condition 2 Pressure Y 0.41 11.00 Pressure' Y -0.66 -17.93 Pmax= -9.51 psf Leeward Roof Pressure Y -0.35 -9.51 Pmin= -17.93 psf Pressure' Y -1.09 -29.61 Pmax= -21.46 psf II to ridge Pressure Y -0.79 -21.46 Pmin= -29.61 psf Areas SQFT Windward= 400 Proof= 4400.31 Ibs Normal Leeward= 400 Proof= 7170.87 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Right= 0 Proof= 0.00 Ibs Windward= 400 Proof= 4400.31 Ibs Inverse Leeward= 400 Proof= 7170.87 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Riqht= 0 Proof= 0.00 lbs Wind Dirc. Net Force Normal Windward + Leeward= 25917.75 lbs 25917.7 lbs Sidewall Net= 6247.70 Ibs 647.9 Ibs per ft width of wall Windward + Leeward= 25917.75 lbs 388.8 Ibs ASD Load Inverse Sidewall Net= 6247.7 Ibs 10/24/2016 Cox Residence Addendum - Job 16-223 L t All Heights Method Wind Loading CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 h= 17.5 Windward wall Pressure+ Y V112= 12100 G= 0.87 Loading- Side z= 11 -- Pressure Y q5 30.98 1= 1 Wall Lines A -B -0.27 Pmin= -8.69 Leeward wall Pressure' Y -0.51 -13.41 Exposure: C Peak Ht= 24 Pressure Y kZ 0.85 Kzt= 1 Condition 2 pressure Y 0.41 Pressure+ Y kh= 0.88 qh= 23.09 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 11.31 Pmax= 19.20 psf psf Pressure Y 0.73 19.20 -0.01 -0.27 Pmin= -8.69 Leeward wall Pressure' Y -0.51 -13.41 Pmax= 13.41 psf 2.85 Pressure Y -0.21 -5.52 Condition 2 pressure Y 0.41 Pressure+ Y -0.66 -17.35 Pmax= 17.35 psf Y Side wall Pressure' Y -0.35 -9.20 psf Leeward Roof Pressure Length= 40 ft Pmin= -17.93 psf Pressure' Width= 30 ft Pmax= -21.46 psf II to ridge Pressure Y Height= 11 ft Wind Load Areas SQFT psf Areas SQFT Windward= 360 Pwall = 6910.34 lbs Normal Leeward= 0 0.00 lbs Pwall = 0.00 lbs Leeward= 0 Wind Sidewall Left= 440 Proof= Pwall = 7636.08 lbs Wind Parallel to ridge Left= 400 Sidewall Right= 440 Pwall = 7636.08 lbs Windward= 0 Pwall = 0.00 lbs 11842.80 lbs Inverse Leeward= 360 Windward= 0 Pwall = 4827.77 lbs Proof= Wind Sidewall Left= 440 Inverse Pwall = 7636.08 Ibs Proof= Sidewall Right= 440 Pwall = 7636.08 lbs Slope 8 /12 Enclosed Cnet (Table 1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.32 -8.69 Pmax= 11.00 psf Winward Condition 1 Pressure Y -0.01 -0.27 Pmin= -8.69 psf Roof Pressure' Y 0.11 2.85 Condition 2 pressure Y 0.41 11.00 Pressure' Y -0.66 -17.93 Pmax= -9.51 psf Leeward Roof Pressure Y -0.35 -9.51 Pmin= -17.93 psf Pressure' Y -1.09 -29.61 Pmax= -21.46 psf II to ridge Pressure Y -0.79 -21.46 Pmin= -29.61 psf Areas SQFT Windward= 0 Proof= 0.00 lbs Normal Leeward= 0 Proof= 0.00 Ibs Wind Parallel to ridge Left= 400 Proof= 11842.80 lbs Parallel to ridge Right= 400 Proof= 11842.80 lbs Windward= 0 Proof= 0.00 lbs Inverse Leeward= 0 Proof= 0.00 lbs Wind Parallel to ridge Left= 400 Proof= 11842.80 Ibs Parallel to ridge Right= 400 Proof= 11842.80 lbs Wind Dirc. Net Force Windward + Leeward= 6910.34 Ibs 6910.3 Ibs Normal Sidewall Net= 0.00 lbs 230.3 lbs per ft width of wall Windward + Leeward= 4827.77 lbs 138.2 Ibs ASD Load Inverse Sidewall Net= 0 lbs 10/24/2016 Cox Residence Addendum - Job 16-223 L 3. ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 NICER (short period) Ss 0.628 USGS website %g MCER 0 sec period) Si 0.263 USGS website %g Response Modification R 6.5 Table 12.2-1 - Risk Category - 1I Table 1-1 - Importance Factor I I Table 11.5-1 - Strutural Height h„ 16.0 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.160 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.543 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.329 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.084 2.8.1. Section 12.8.1.1- -Diaphragm Diaphragm1 Roof Diaph. width 1-2: 40 V ultimate = Tributary Area = 129 plf 1200 SQFT Sloped Roof @ 21.00 psf V Working stress = 92 plf 1240.00 SQFT Of Ext. Wall @ 18.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B 30 V ultimate = 172 plf 0.00 SQFT Floor @ 12.00 psf V working stress — 123 plf W= 47515.6 lbs 7FUMCHO i ngtneering 10/24/2016 Cox Residence Addendum - Job 16-223 L Lateral Load Summary Roof Level Wall Triburtary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load Load Load ID. Dia (FT) (plf) (plf) (kips) (kips) Case KOOT 1.1 2.1 15.0 15.0 92 92 388.8 388.8 1.38 1.38 5.83 5.83 Wind in Roof A.1 20.0 123 138.2 2.46 2.76 WindEd B.1 20.0 123 138.2 2.46 2.76 Wind v .i 1012412016 Cox Residence Addendum - Job 16-223 L 141f JMtAK WALL UCO-U-� �+���•+ - --'- - - -- - - - Wall Wall Floor Wall OT Res Resbextra Uplift from above Net pplS) Required ABoor Holdown Type Wall 7Lin.L.o.,��W, all Height Width Position System Stress aspect OTM Res extra Off) ( ) k tompWall uber ft ft) ( ratio (kip-tt (kip -ft Level: 1 Wall Line ID: 1 10 3.5 Comer STEM 102.4 0.700 3.6 1.1 0 0 0 0.86 SST820 HDU4 fDBL 2X) C 1 Seismic 3.8 0 0 0 0.72 SSTB20 HDU4(DOL 2X) C 1.38 2 10 6.5 Comer STEM 102.4 1.000 6.7 0.700 3.6 1.1 0 0 0 0.86 SST620 HDlJ4 (DBL 2X) C 3 10 3.5 Comer STEM 102.4 3.5 Comer STEM 432.0 0.700 15.1 1.1 0 0 0 4.13 SSTB20 HDU4 (DBL 2X) C 10 Wind 5.83 1 10 6.5 Comer STEM 432.0 1.000 28.1 3.8 0 0 0 3.97 SST820 HDU4 (DBL 2X) C 2 3 10 3.5 Comer STEM 432.0 0.700 15.1 1.1 0 0 0 4.13 SSTB20 HDU4 (DBL 2X) C Level: 1 Wall Line ID: 2 0 0 0 0.22 SSTB16 HDU2 (DBL 2X) 14 8.0 Comer STEM 53.2 1.000 6.0 13.4 8.1 40.8 0 0 0 -0.44 SSTB16 HDU2(DBL2X) B 14 18.0 Comer STEM 53.2 1.000 ESelsm1 14 8.0 Comer STEM 224.3 1.000 25.1 8.1 00 0 2.54 SSTB16 HDU2(DBL2X) B 1 14 18.0 Comer STEM 224.3 1.000 56.5 40.8 0 0 0 1.78 SSTB16 HDU2 (DBL 2Le B Level: 1 Wall Line ID: A 0 0 0 0.98 SSTB16 HDU2(DBL 2X) A 1 10 6.0 Comer STEM 126.1 1.0 7.6 3.2 SST816 hIOU2(DBL2X) A Seismic 0 0 0 0.88 2.46 2 10 8.0 Comer STEM 126.1 1.0 10.1 5.8 3 10 5.5 Comer STEM 126.1 1.0 6.9 2.7 0 0 0 1.00 SS'?'815 HDU2 (DBL 2X) A 1 10 6.0 Comer STEM 141.8 1.0 8.5 3.2 0 0 0 1.09 SSTB16 HDU2 (DBL 2X) A Wind 2.76 1.0 11.3 5.8 0 0 0 0.99 SSTB16 HDU2 (DBL 2X) A 2 10 8.0 Comer STEM 141.8 3 10 5.5 Comer STEM 141.8 1.0 7.8 2.7 0 0 0 1.12 SSTB16 HDU2 (DBL 2X) A Level: 1 Wall Line ID: C 1 10 9.5 Comer STEM 140.5 1.0 13.3 8.1 0 0 0 0.96 SST B16 hiDU2 (DBL 2X) A SSTS15 HDU2 (DBL 2X) B Seismic 2.46 0.7 4.9 1.1 0 0 0 1.24 2 10 3.5 Comer STEM 140.5 3 10 4.5 Comer STEM 140.5 0.9 6.3 1.8 0 0 0 1.19 SSTS16 HDU2 (DBL 2X) A 1 10 9.5 Comer STEM 158.0 1.0 15.0 8.1 0 0 0 1.07 SSTB16 HDU2(DBL2X) A Wind 2.76 2 10 3.5 Comer STEM 158.0 0.7 5.5 .1.1 0 0 0 1.39 SSTB16 HDU2 (DBL 2X) B 3 10 4.5 Comer STEM 158.0 0.9 1 7.1 1.8 1 0 1 0 0 1.34 SSTB16 HDU2 (DBL 2X) A jngt9CH0 i gtneerinp 10/24/2016 Cox Residence Addendum - Job 16-223 L 4 Full all Di insions (ft) in h ( -Y ft ` PERFORATED SHEAR WALL DESIGN HANSI/ AF & PA SDPWS-2008 _ WALL LINE: 4 / (4/ 4 x; Level: b; Floor System: STEM b Position: Corner T �� WALL STRESS: 224 pif Wind I = E 6.67 53 pif Seismic 3 REQ'D WALL ID: B X, REQ'D HOLDOWN: o HD Req'd REQ'D AB: No AB Req'd �— Full all Di insions (ft) in h ( -Y ft ` Mtg=29 Com onents Diminsions ft Comp. x; hi b; 1 16 4.00 6 3 Nominal Values (Table 4.3A) 2 37 6.67 3 (I Wall ID Seimic I Wind 4 A 173 173 5 B 260 365 6 C 380 532 7 D 490 685 8 E 665 930 9 Desc Value Units Reduced Allowable Values Eq. (4.3-5) 4.3..1 CO aspect 0.960 1.000 - - plfl Wall ID Seimic Wind Section ft A 173 173 Sec 4.3.1 & Sec 4.3.3.4 Y -Li 39.0 Eq. (4.3-8) T 2804 Ib B 250 350 Eq. (4.3-9) v 234 pif C 365 511 TRES 3110 Ib D 470 658 ORES 259 plf E 1 638 1 893 Res Extra 0 pif Net uplift -307 Ib Mtg=29 on AnalsisAnlsisDesi COMPANY PROJECT ® Oct. 24, 2016 08:53 Bt Woodworks SOFTWARE FOR WOOD GN I fv60.Ifb Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: 619 Loatl Type Distribution Pet- WCation (LC) magnitude Unit Cern Start End Star[ End Dead Fu Area 18.00(20.00)• pef Load( Load9 Roof ConBtr. Full Area 20.00 (20 .00I• paf if Self-weight Dead Full UDL 9.9 L0.10 -Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 0.05 �L/999 8'-7• I L/2a0 0.16 �V7_ Unfactored: 1162 1258 Dead Roof Live 1162 1258 Factored: 2x20 Total 2420 Bearing: 7656 Capacity 8476 Beam 7656 Supports 8476 0.32 Anal/Des 0.29 Seam 0.32 e2 Support 0.29 3.50• Load comb a2 3.50• Length 3.50• 1.00 Min req'd 3.50• 1.00 Ch 1.00 1.11 Cb min 1.00 625 Cb support 1.11 pepupe625 •minimum bearing length setting used: 3-1/2 end supports Lumber-soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Lumber-soft, Supports: All • Lumber Stud Wall, D.Fir-L Stud Total length: 8'•7.0"; Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: L Additional Data: FACTORS: F/Elpil CM Ct CL CF Cf. Cr Cfrt Ci Cn LC q - 1.00 1.00 1.00 2 Fv' 180 1.25 1.00 1.00 - - - Fb'. 900 1.25 1.00 1.00 0.984 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - 1.00 1.00 - - 2 E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - Custom duration factor for wind load • 1.33 CRITICAL LOAD COMBINATIONS: Shear LC a2 D+Lr, V 2420, V design 1587 lbs Bending(+): LC e2 D+Lr, M - 3807 lbs-ft Deflection: LC •2 - D+Lr (livel LC 02 D+Lr (total) D-deed L-live S-snow W.wind I•impaCt Lr•roof live LC-concentrated E.earthquake All LC'a are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI • 664:06 1t in2 ^Live^ deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Woodworks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shalt be laterally supported according to the provisions of NDS Clause 4.4.1. on AnalsisAnlsisDesi fv60.Ifb 619 F2 C1'n0.21 L0.10 fl'n 0.05 �L/999 0.31 L/2a0 0.16 ...._ ............. BUTTE T- T' --v CES 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR— 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. MITEK USA INC. Quality Systems Management / National Testing 250 KLUG CIR P.O. Box 3426 Corona, CA 92880 Gillette, WY 82717-3426 (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax JOB NAME Ed & Patricia Cox PLAN LNANG� t� Revision Set PERMIT#_ _ (:, _ i Z� -7 JOB # 160068 BUTTE COUNTY DEVELOPMENTSERUICc�ES REVIEWED FOR LOCATION: Oroville CODE COMPLIANCE D�rE � CUSTOMER: Stan McDaniels BY 4--- -MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 160068 Ed and patricia cox The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2529616 thru K2529617 My license renewal date for the state of California is September 30, 2018. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. * VESSIO Q�ONq� ZHgo ��cm C 70068 EXP. 9-30-2018 F November 1,2016 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Al Al Al Al Al 3 4 AS D • _ A6 znz N N c c my N N A 7 i o A10 �c 0 o A10 A A10 A10 A10 A10 A10 ZZ y V2 V3 V4 m V5 m mm V6 V7 FG3 FG2 m IS, w w w w w w w w w w m j L N V DED OR TRUSS PLACEMENT ONLY. REFER TO TRUSS F Ed and atricia cox CALCULATIONS AND ENGINEERING STRUCTURAL DRAWING FOR ALL FURTHER EIFORMATION. BUILDING Ed and atricia cox DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS Y G p To TRUSS CONNECT*MS..—DING 1045 T'. Yievlr BfYd. 160068 DESIGNERIENGINEER OF RECORD TOG 96003 DELIVERY LOCATION: REVIEW AND APPROVE OF ALL Reddingl oroville caDESIGNS PRIOR TO CONSTRUCTION. P $30.244^6335 530-244-1890 AN d. gI w plop.M pf MEEK'S LUMBER AND HARDWARE. AN E..Ign. Nb—N, by MEEK'$ LUMBER AND HARDWARE. a Job Truss Truss Type Qty Ply Ed and patricia cox Plate Offsets (X.Y)— [270-1-6.0-0-10J,[3:0-3-0 Edg-LI6:0-1-6 0-0-101 I8 0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. K2529616 160068 A10 Scissor 7 1 Vert(LL) -0.21 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Job Reference tionat meeks lumber, redding 6.0 iv s rtpr zu zuto nil I etc industries, Inc. t ue Nov 0 i i:54:i a zu i to rage 1 I D:OoLxOT8pftQclvS??axwtEzmUds-4xlrP3AdATvmUn 1 Ve6lykjgNld4Oy6FxxWQ MP5yNa39 1-0-07-6-0 15-0-0 22-6-0 30-0-0 2-0-0 7-6-0 7-6-0 7.6-0 7-6-0 4x6 II 4 Scale: 3/16"=1' 4x6 7-6-0 15-0-0 22-6-0 30-0-0 7-6 0 7 6 0 7-6-0 7-6-0 Plate Offsets (X.Y)— [270-1-6.0-0-10J,[3:0-3-0 Edg-LI6:0-1-6 0-0-101 I8 0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.21 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.73 8-9 >496 180 BCLL 0.0 Rep Stress Incr YES WS 0.69 Horz(CT) 0.55 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 129 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. 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) 6=1196/0-5-8, 2=132410-5-8 Max Horz 2=230(LC 11) Max Uplift 6=-77(LC 12), 2=-148(LC 12) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3214/207, 3-4=-2252/120, 4-5=2253/132, 5-6=-32481231 BOT CHORD 2-9=-98/2726, 8-9=-99/2737, 7-8=-110/2769, 6-7=111/2764 WEBS 4-8=0/1924, 5-8=-902/238, 5-7=0/295, 3-8=-911/227, 3-9=0/290 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul 11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard 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) Bearing at joints) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=148. ZHgO��Fyc. �<cOQ�yM J C 70068Vo EXP. 9-30-2018[ 1!r 'OF ll�� November 1,2016 ® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 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 �Yy� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M lei k" 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 ANSIITPII 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 Ed and patricia cox 1.15 TCDL 10.0 Lumber DOL 1.15 K2529617 160068 T1GE Common Supported Gable 1 1 Code IBC2015/TP12014 WB 0.08 Horz(CT) 0.01 24 nla Job Referencg (optional meeks lumber, redding o.0 lu S MIn zv zu iv rvii i an niuLiSmeS, MC. I Ue imOV v i r i..l`<: cv iv rays , I D:OoLxOT8pftQclvS??axwtEzmUds-OKscglCui49Uj5BtmXLQpSwtgRu?Q90 EOgvSTzyNa37 2-0-0 _.. 15-0-0 15-0-0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPFTFNT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TOITHE 12ESIGN OF THE ADEQUATE LATERAL BRACING TO TH' d 1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2015/TP12014 4x4 = CSI. DEFL. in floc) I/dell L/d TC 0.18 Vert(LL) -0.00 1 n/r 120 BC 10 Vert(CT) -0.03 1 n/r 120 WB 0.08 Horz(CT) 0.01 24 nla n/a Matrix -S PLATES MT20 r, I$ 4 = GRIP 220/195 Scale = 1:63.2 Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr 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. OTHERS 2X4 DF No.1&Btr G WEBS 1 Row at midpt 12-35, 11-36, 14-34, 15-33 REACTIONS. All bearings 30-0-0. (lb) - Max Horz 2=230(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 36, 37, 38, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26,25 Max Grav All reactions 250 Ib or less at Joint(s) 24, 35, 36, 37, 38, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25 except 2=274(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=30ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-0-0 to 1-0-0, Exterior(2) 1-0-0 to 15-0-0, Corner(3) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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 tail 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 36, 37, 38, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25. Q�Of ESSIO�f�� <cf���O �M ZHAo F�cm C 70068 November 1,2016 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 MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r� Arm building design. Bracing indicated Is to prevent buckling of individual Vuss web and/or chord members only. Additional temporary and permanent bracing Mire k• Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lubrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB49 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y 1 /4 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal In u 9 Injury offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 'wide c1-2 cls 2. Truss bracing must be designed by an engineer. For U '�1 s 4 truss spacing, individual lateral braces themselves p WEBS 4z4 may require bracing, or altemative Tor I O p0 bracing should be considered. e 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6-7 cs 6 designer, erection supervisor, property owner and plates 0- ',d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE pint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8 ss te software or upon request. shaUnlll not exceed 19herwise % at trime of fabricoisture ation. lumber PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 9 P 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise Shown. specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint 17. Install and bad vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing Only. EEenvironmental, 18. Use of green or treated lumber may pose unacceptable health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/fP11: National Design Specification for Metal Em 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information,20. M i Rip —ekeANSI/TPI Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 GENERAL NOTES: I. ALL CONSTRUCTION SHALL COMPLY WITH THE CURRENTLY ACCEPTED EDITION OF THE CALIFORNIA BUILDING CODE (GBG) AND GBG STANDARDS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION AND SHALL PROVIDE ADEQUATE SHORING AND BRAG I NO DURING CONSTRUCTION. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS. 5. DETAILS NOT SPECIFICALLY SHOWN SHALL BE 51MILAR TO DETAILS FOR SIMILAR CONSTRUCTION SHOWN ON PLAN. 4. TYPICAL DETAILS SHALL APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS. 5. ALL PREFABRICATED CONNECTI NO HARDWARE SPECIFIED 15 51 MP50N PRODUCTS OR APPROVED EQUAL SUCH AS USP. INSTALL PER MANUFACTURES SPECIFICATIONS FOR MAX LOAD I NO. 6. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ANY DISCREPANCIES SHALL BE GALLED TO THE ATTENTION OF RANCHO ENGINEERING AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK AFFECTED. 7. NO STRUCTURAL MEMBERS SHALL BE GUT, NOTCHED, OR OTHERWISE PENETRATED UNLESS SPECIFICALLY APPROVED BY THE ENGINEER IN ADVANCE OR AS SHOWN ON THESE DRAWINGS. 8. DO NOT SCALE DRAWINGS. THESE DRAWINGS ARE NOT MEANT TO BE SCALED. GALL ENGINEER FOR ANY NEEDED CLARIFICATIONS. Q. PROVIDE ATTIC. ACCESS FOR ALL ATTIC AREAS WITH 50" OR MORE IN HEIGHT, MIN. ACGE55 51ZE 15 22"X30" OR 50"X30" WITH WALK, PLATFORM, AND LIGHT IF FAU 15 IN ATTIC. 10. PROVIDE INSPECTION IN ACCORDANCE WITH GBG SECTION 105. 10.1. NO SPECIAL INSPECTION REQUIRED FOR THI5 PROJECT. DE51ON CRITERIA: I. THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA: I.I. SEISMIC,: -SEISMIC IMPORTANCE FACTOR: I -MAPPED SPECTRAL RESPONSE ACCELERATIONS: 55 = 0.61'1, 51 = 0.277 -SEISMIC SITE GLASS: D -SEISMIC RESPONSE COEFFICIENTS: 5D5 = 0.537, 5D 1 = 0.541, Gs = 0.051 -5EI5MI0 DESIGN CATEGORY: D -BASIC SEISMIC FORGE RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS -RESPONSE MODIFICATION FACTOR: R = 6.5 -ANALYSIS PROCEDURE: EQUIVALENT STATIC, FORGE PROCEDURE 1.2. WIND: -WIND SPEED: 110 MPH -WIND EXPOSURE: G 1.5. LIVE LOADS -ROOF CONSTRUCTION: 20 P5F -RESIDENTIAL FLOOR LOAD: 40 P5F ANCHOR BOLTS: I. TYPICAL SIZE AND SPACING SHALL BE 1/2" (P WITH A MINIMUM OF 7" EMBED INTO THE FIRST CONCRETE POUR. BOLTS SHALL BE SPACED AT 72" O.G. MAX FOR 51NOLE STORY AND 48" O.G. MAX FOR TWO STORY BU I LD I NGS. 2. PLATE WASHERS A MINIMUM SIZE OF 5"X3"XO.22a" SHALL BE USED ON EA. BOLT. 5. FOUNDATION 51LL SHALL BE BOLTED TO THE FOUNDATION OR FOUNDATION WALL AT ALL HOUSE AND OARAOE PERIMETER WALLS AND AT ALL INTERIOR SHEAR WALLS. 4. FOUNDATION SILL AT INTERIOR NON -SHEAR WALL5 MAY USE SHOT PIN5 FOR CONNECTION TO SLAB. SHOT PINS MUST BE 0.140" SHANK DIAMETER WITH 0.500" HEAD DIAMETER AND WASHER AND A MINIMUM OF 2.5" LONG. 5. ALL SILL PLATES MUST HAVE A MINIMUM OF ONE ANCHOR BOLT WITHIN 12" OF EACH END, OR TWO BOLTS BETWEEN HOLDOWNS. 6. AS A REPAIR FOR MISPLACED OR MISSING ANCHOR BOLT5 SIMPSON 5/8"X7" WEDGE -ALL ANCHORS MAY BE USED. THE ANCHOR MUST BE EMBEDDED A MINIMUM OF 4.5" INTO THE CONCRETE WITH AN EDGE DISTANCE OF 2.5". INSTALL ANCHORS PER MANUFACTURES SPECIFICATIONS. SHEAR 1/ ALL SCHEDULE WALL SYSTEM STRENGTH: 175 PLF SEISMIC 173 PLF WIND 3/8" STRUCTURAL WOOD PANELS (BLOCKED) NAILING: ad (COMMON OR HOT DIPPED GALVANIZED) 6" O.G. ® EDGES 12" O.G. ® FIELD 1/2"(P ANCHOR BOLT SPACING 72 W/ 2X P.T. SILL 51MP50N A55 SHEAR TRANSFER @ 56" O.G. SILL SHEAR TRANSFER NAILING Ibd m 6" O.G. (COMMON, BOX OR SINKER) I. 8d COMMON OR HOT DIPPED GALVANIZED NAILS TO BE (2 1/2" X 0.151 ") 2. ALL NAILS FASTENED TO PRESSURE TREATED LUMBER TO BE HOT DIPPED GALVANIZED. 5. PLATE WASHERS TO BE WITHIN 1/2" OF PLY5IDE OF SILL PLATE FOR ALL ANCHOR BOLTS. HOLDOWNS: I. ALL HOLDOWN5 ARE SIMPSON STRONG -TIE OR EQUIVALENT. 2. LOCATION OF HOLDOWN5 ON PLAN ARE APPROXIMATE. THE CONTRACTOR SHALL DETERMINE THE ACTUAL LOCATIONS BASED ON THE LENGTH OF SHEAR WALLS, TYPE OF HOLDOWN AND THE MANUFACTURES RECOMMENDED INSTALLATION. 5. ALL HOLDOWN5 ARE TO BE INSTALLED IN PLACE PRIOR TO POURING CONCRETE. MANUFACTURED WOOD TRUSS: I. DESIGN AND FABRICATION SHALL BE PER GBG STANDARDS AND ALL ICBG RESEARCH REPORTS. 2. INCREASES IN ALLOWABLE STRESSES FOR A55EMBLIF-5 OF REPETITIVE FRAMING SHALL NOT BE ALLOWED. 5. WHERE TRU55E5 ARE INSTALLED AS BLOCKING, TRUSSES MUST BE. DESIGNED TO TRANSMIT DIRECT AXIAL WALL LOADS. 4. PROVIDE TRUSS DRAWIN55 SHOWING TRUSSES, REQUIRED BLOCKING, BRACING AND HANGERS, CALCULATIONS WITH SIGNATURE OF RESPONSIBLE LICENSED ENGINEER ON ALL PAGES. 5. INSTALL TRU55E5 PER MANUFACTURES RECOMMENDATIONS AND THESE DRAWINGS. 6. ALL GABLE END TRUSSES SHALL BE STRUCTURAL TRUSSES WITH INFILL. 7. ALL LATERAL WEB BRACING IS REQUIRED TO TERMINATE AT AN EXTERIOR BEARING WALL. 8. DO NOT ATTACH TRUSSES TO NONBEARING WALLS UNLESS USING SIMPSON 5TG CLIPS, UNLESS NOTED OTHERWISE ON PLAN. cf. IT 15 THE CONTRACTORS RESPONSIBILITY TO VERIFY SITE DIMENSIONS TO THOSE OF THE TRU55 CALCULATIONS PRIOR TO ORDERING TRU55E5 FOR THE PROJECT. MOMENT FRAME TO BE OMITTED :W ANCHOR BOLTS PLACE OF �)MENT FRAME, STALLED AT THE SIE OF THE POUR. SCOPE: TO PROVIDE AN ADDENDUM TO THE APPROVED PLANS FOR THE REMOVAL OF A TOWER ELEMENT AND MOMENT FRAME. THE TOWER IN THE QUEST GUARTER5 HAS BEEN OMITTED FROM THE PLANS. WITHI THE TOWER REMOVED, THERE 15 NO NEED FOR THE MOMENT FRAME ON THE BACK 5IDE OF THE HOUSE. THE MOMENT FRAME HAS BEEN REPLACED WITH A THIRD SHEAR WALL ALONG TH1AT LINE WITH ANCHOR BOLTS AND HOLD DOWNS. THE TOI^JER ROOF STRUCTURE HAS BEEN REPLACED WITH VAULTED 7RU55E5. THE FOUNDATION SHALL BE ADEQUATE PER THE APPROVED PLANS. /�,� NEW TRUSS LAYOUT PROVIDED l WITH THI5 SUBMITTAL ROOF FRAM NCS FLAN �trrrcw�v rLr��� HDU2 BELOW TRUSS A-cf, NOT - REQUIRED NEW SHEAR WALL STANDARD FRAME THI5 TO MATCH WALL LINE IN PLACE OF MOMENT FR? TOWER TO BE OMITTED MOMENT FRAME TO BE OMITTED 1/4" = 1'-0" 1/411 = 1'-0" NE TYP TRUS5 A I O TO REPL GE OWES I - 4X12DFNb. 2( I) ��� (i j BUTTE Co,[INTY ,APR 4 3 2017 DEVE[_(WMENT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR � 7z-1 1-I-7 By'V MAINTAIN 5" -7 SE I SM I G OAP PER APPROVED PLAN. SHEAR CONN. AT EAVE cn �-- 12" MIN SHEAR CONN FND. I. ROOF PLY. 2. MANUFACTURED TRUSS. 5. 2X BLOCKING W/ (2) 8d TO TRU55 ® EA. END 4. 51 MP50N HI EA TRU55. 5. DOUBLE TOP PLATES 6. 2X STUDS ® I6" O.G. '7. SHEAR PLY AS REQ'D SEE SHEAR WALL SCHEDULE FOR PLY. NAILING. 8. EDGE NAILING a. 2X LEDGER W/ (2) 16d's EA. STUD. 10. HARDIE CEM50FFIT 11. CONT. 2" SOFFIT VENT BY VULCAi OR EQ. 12. 2X BACKING 15. GUTTER o z V� ° z Q °4t-�Y �_ adz >� 4��vn < tu � z v z�v z vr�<d1z�J �_ zv-j-z tL Z!g0 w~ =�QpJwO z4 -1L< t- a-- d tu zwzz�awpz�¢Opw }H o o9tL�V0 to z0dt-3tL zt-J -°w wLL p�wt�j tu-,�2-1iz=, ~ �_0 �wFfXw0 w �0z U- ZVO nupw- ILZ�Z��F-�IX°F-U1�pi'Q 'V 01 LLJ u / I. DOUBLE 2X FRAMING OR 4x Lu c HOLDOWN. LLI 2. P.T. SILL PLATE. 5. ANCHOR BOLT v Zlu to Lu 5X5X.22ci PLATE WASHER, SEE O� x } O w IY FOR 51ZE AND to O 0 v u / I. DOUBLE 2X FRAMING OR 4x r� POST FOR HOLDOWN. ESS/ 2. P.T. SILL PLATE. 5. ANCHOR BOLT P 5X5X.22ci PLATE WASHER, SEE �� ' 0660 D SHEAR 5GHEDUL EXP. /30 FOR 51ZE AND LLJ L `S'�y ivi_ �P 4. 51 MP50N CAO Q PLAN FOR SIZE '•_ AND LOCATION. INSTALL PER RANCHO ENO. JOB: 16-223 MANUFACTURES SPECIFICATIONS. v00 5. #4 DOWEL ® 24" DRANN BY: FAS O.G. ® TWO POU n t Q 6. SLAB AND VJ REINFORCEMENT clrT' PER PLAN DATE: 03/22/17 -I. (1) #4 REBAR � WITHIN SHEAR GONE OF A.B.'S REVISION: '' AND HOLDOWN, (I #4 REBAR TDP - <n DL 00 PLANS. 1 ,I. �" GYP BOARD, U) if) 2 •r.1 � � N p- 1L u �--- ls) 0 L() u / I. DOUBLE 2X FRAMING OR 4x POST FOR HOLDOWN. ESS/ 2. P.T. SILL PLATE. 5. ANCHOR BOLT P 5X5X.22ci PLATE WASHER, SEE �� ' 0660 D SHEAR 5GHEDUL EXP. /30 FOR 51ZE AND SPACING. `S'�y ivi_ �P 4. 51 MP50N CAO HOLDOWN, SEE PLAN FOR SIZE '•_ AND LOCATION. INSTALL PER RANCHO ENO. JOB: 16-223 MANUFACTURES SPECIFICATIONS. 5. #4 DOWEL ® 24" DRANN BY: FAS O.G. ® TWO POU CONDITION. GKD 6. SLAB AND .BY: .JPH REINFORCEMENT PER PLAN DATE: 03/22/17 -I. (1) #4 REBAR WITHIN SHEAR GONE OF A.B.'S REVISION: '' AND HOLDOWN, (I #4 REBAR TDP - BOT U.N.O. DRAW I NO NUMBER 8. SHEAR PLY. PER PLANS. ,I. �" GYP BOARD, TYP. 2