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HomeMy WebLinkAboutB17-0948 880-000-061Norman July 6, 2017 Dean Horner 8968 Humboldt Road Forest Ranch, CA 95942 cheek Re: 8968 Humboldt Road, Forest Ranch, CA 95942 —12'x14' Storage Structure Letter for (4) 1/2110 Bolts Structural NSSE Job # 17114 To whom it may concern: I En This letter is to verify that we have provided structural engineering services for the above g i n e e r referenced property and project. 5022 Sunrise Blvd. Fair Oaks, CA 95628 This letter is to also clarify that (4) 1/2"0 bolts can be used instead of (8) 16d nails for (916) 536-9585the ceiling tie to the rafter connection shown on Sheet SD -1 / Detail 619. (916) 536-0260 (fax) 1989-2017 If you need further assistance, please contact Martin Le. 28 years of excellence Norman Scheel, S.E. LEED AP BU+C LEEn AP Homes Fellow - SEAOC Fellow — ASCE E-mail: norm aynsse.com Rob Coon o an Sche 1 General Manager Structural Engineer E-mail: robcoon@nssc.com Steve Smith, P.E. Project Manager E-mail: stevesmithlamsse.eom Martin Le Design Engineer E -Mail: martinCamsse.com Jackie Winslow Office Manager p� �ack� „ n, s . am Email: ' 'er a e c P ` V ERMI # T BUTTE COUNTY DEVELOPMENT SERVICl: S Kao Thao REVIEWED FOR DraftkaoOrsse.c E-mail!E-rnaL kan�nsse.corn CODE COMPLIANCE Fcsut�,�� , �Qp DATE �� ��� BY_k,�PC { t`6.2567 M Exp. 12/31/17 sr9�'�1CT11R���'r OF CA�1 -JUL Q6 2017 Page 1 of 1 PERMIT NO: FORM NO 41 Butte County Department of Development Services " `�V DBP -1 ' PERMIT CENTER BIN NO: 7 County Center Drive, Ciroville, CA 95965 Main Phone 530:538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY i3 below to see Manufactured Home Alterations and Permit Guidelines at: http'/lwww.hcd.ca.gov/codes/mhp/HCD Phone: (916) 255-2501 Last Na a First Name Mai mg Address 2.31.�r City �I 1[n� r- 7PIVS 1.-'7�i/% /'p St,� CC Z' 21 Phone Fax Email Cell %�',�i��i /'lL� Qci�/:tL t!ejLs r �•'� O:iJ "�j %T�. below to see Manufactured Home Alterations and Permit Guidelines at: http'/lwww.hcd.ca.gov/codes/mhp/HCD Phone: (916) 255-2501 First Name Is this a Manufactured/Mobile Home (circle one) Yes / No �y 4''�ST%A�'�- C> 1 ;Open Area. Ls O Mailing Address $ TOTAL SQ: Living Area: Garage: r , r Structure Built without �.stNa-�� First Name Covered A ea ;Open Area. Ls Mailing Address C A5 TOTAL SQ: r Structure Built without permits City Stale Zip C. Proposed Change of Occupancy/Use —Note previous/current use below: Phone Fax Email Cell Zoning: Flood Zone: 'SRA: YES NO 0 NPDES YES NO Code Enf: YES 13 NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy Type Construction Date: � Print Name: 5-- Permit Tech Date: /-/7-7,01 III�JJJ *When filed, this application and all supporting material become ubject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Revised 1;20.201 S Page l oft 8. d a note on the plans that lots shall be graded to drain surface water away from 1 x11 a minimum of 6 inches within the first 10 feet, 5%. C.R.C. Section'R40L Amend the plans to show the required under -floor ventilation. C.R.C. Section R408 a plans to show the required total of under -floor ventilation area to be provided. Minim ata f; openings shall not be less than 1 s. f for each 150 s. f. of under -floor area. Exception under -floor may be used where a Class 1 vapor retarder material is used to cover the': Amend the plans to indicate that at least one under -floor ventilation opening shall be the building. C.R.C. Section R408.1. Amend the plans to provide access to all under -floor space. C.R.C. Section R408 4 A. Access thru the floor, shall be a minimum of 18 inches by 24 inches. B. Access thru a perimeter wall shall be not less than IA inches by 24 inches. �oL O�d the plans to clearly show how the enclosed attic and enclosed rafter spaces C directly to the underside of roof rafters will be provided with the required cross attic 8806.1. Provide calculations on the plans to show amount of cross ventilation is enclosed attic area or enclosed rafter space. Also clearly show with details, etc. I being provided. Indicate required quantity of vents and specify type, net size aw installed. C.R.C. Section 806.2. (FYI: Attic Ventilation for Wildfire Exposure: Eav-( and in compliance with 2016 CRC Section R337.6.3. Gable attic vents shall be fully - noncombustible materials with minimum of 1/16". and shall not exceed 1/8" opening A. Minimum total net free area shall not be less than 1/150 of the area'ofthe space B. The area in item A, may be reduced to 1/300 if at least 40 percent and not more t ventilating area is provided by ventilators located in the upper, portion of the attic ventilators shall be located no more than 3 feet below the ridge or highest pointc the required ventilation provided by the eave or cornice vents. 1 Provide an attic access. Minimum size 22 inches by 30 inches C.R.C. Section R807 CALGREEN COMMENTS Please provide a Construction Waste Management form. CalGreen Section 4.408 Please provide a plan that is implemented to manage storm water drainage durmg-cc 4.106.2. (Show on the Site plan the proposed design.) %L6))Please comply with the requirements of 2016 CRC Section R337, Materials and Co Wildfire Exposure.See http://osfm.fire.ca.gov/strucfireengineer/strucfireengineer (click Current SFMListin s for a list of approved materials). ®spvv`�ee�. Please specify non-combustible or ignition resistant exterior wall coverings in accot <LXPlease specify exterior glazing in accordance with CRC Section R337.,8. One pane 1 i' pease specify decking material in accordance with CRC Section 8337.9. Please'specify underfloor protection for the elevated deck in accordance with CRC separates valance -of - _ Methods forExterior . --- I 21. I Please`spe ify ignition resistant or non-combustible eaves and soffits in accordance with CRC Section 8337.7.5. j (Open of Eaves require noncombustible�o ignition -resistant materials. Such as fire-resistant plywood or OSB. ` RefetSFM web site above for approved materials.) Please specify fire resistive exterior doors in accordance with CRC Section R337.8.3 (The door exterior surface shall be of noncombustible or ignition -resistant materialbe constructed of solid core wood 1-3/8" thick or have a fire- I resistive rating of not less than 20 -minutes.) IPlease specify that gable attic vents and foundation vents shall be fully covered with metal wire mesh or noncombustible materials with minimum opening of 1/16" and shall not exceed 1/8" openings in compliance with CRC Section R337.6.2. j Please specify the approved eave vents that resist the intrusion of flame and burning embers. Per 2016 CRC Section R337.6.3 Exception #1. (Listed vents complying with ASTM E2886) STRUCTURAL COMMENTS: ,or\ Sheet S1 of the plans indicate 2-2x6 ceiling joists at 48" o.c. fastened with 1/2" bolts but detail 619/SD-1 shows ceiling foists nailed with 8-16d nails. Please revise to match.' j Pr vide plans and details for the proposed new decks. Please include the following: �- • Design deck framing to support the appropriate snow loads. • Specify pressure -preservative treated lumber or lumber resistant to decay for the new deck in accordance with 2016 CRC 83.17. Specify hot -dipped galvanized, zinc -coated galvanized steel, stainless steel, or other approved fasteners per CRC 8317.3.1. • Please provide positive connection of the deck ledger to the primary structure designed for both vertical and lateral loads in accordance with 2016 CRC R507.1. Attachment may not be accomplished by the use of toenails or nails subject to withdrawal. • Please provide deck lateral load connections in accordance with 2016 CRC 8507.2.4: Tension devices shall be installed at no less than 2 locations per deck and each device shall have an allowable stress design capacity not less than 1500 pounds. See suggested deck attachment for lateral loads detail (2016 CRC Fig. 507.2.3) attached. • Handrails and guards must be designed to resist a single concentrated load of 200 pounds applied in any direction at any point along the topper 2016 CRC R301.5 footnote d.. Please specify connections and spacing of handrail and guard posts. • Specify the number, size, and type of stair stringers and their attachment to the deck and the foundation. i The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments,please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecounty:net/dds and clicking Building Permits Status. I Ij Efrain Ruvalcaba Philo Hunt, P.E. I Plans Examiner Plan Check Engineer 530.538.2875 530.538.2130 eruvalcaba@buttecounty.net phunt@buttecounty.net I I i 1 BUTTE �urrF COURi�'�,tte County Department of Development Services FORM NO • `�f :� ` • PERMIT CENTER : JUN 2 8 2047 County Center Drive, Oroville, CA 95965 DBP -06 •���� Main Phone (530) 538-7601 Fax (530) 538-7785 DEVELOPMENT wwiv.buttecountv.net/dds SERVICES PLAN CHANGE RECHEC OR RETS OWner's Name: Contact Person n N ame•fi�? Contact email: 1��/c-�Lj4���-,5/ ?lcr c;- 7 YY Contact Phone Number: 71t -7Z -Y6KT' Date Submitted: 6, z 6/7 Permit Number: /7-691`0' Assessor's Parcel Number: D 6 6 a2 -JO -OO 3 COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOV)F _l Please check any that apply: IT -Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? k ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? 0 Other: LIST OF ITEMS SUBMITTED 1. 2. 3 4. 5' _ ments\20I4\2014 Forms -Com leted\DBP\D8P- I E\Buildin \Buildin Forms c�. Docu K.\NEW WEBS T P 06 Plan Change_Form,REV'D 8.13.14_AKM.doc Page 1 of 1 ti I Structural Calculation Package Client Information Project Information Dean Horner 12'x14' Storage Structure 8968 Humboldt Road 8968 Humboldt Road Forest Ranch, CA 95942 Forest Ranch, CA 95942 916-838-0744 Table of Contents Section Title Page # Comments: Cover Sheet 1 Loading and Soil Information 2 USGS Design Maps Summary Report 4 Beam Specifications 5 PERMIT # Header and Footing Specifications 6 BUTTE COUNTY DEVELOPMENT SERVICES Enercalc Printouts ` 7 REVIEWED FOR Column Specifications 9 CODE MLIAC Diaphragm Calculations 11 DATE (.z- BY Shear Wall Table 13 Holdown Table 14 Shear Wall Calculations 15 Calculate Sloped Roof Snow Load 23 Google Earth Image of Job Site 24 For Reference Butte County Building Design Criteria 25 For Reference All calculations conform to the 2016 CBC, 2015 IBC, 2015 NDS, and ASCE 7-10 Norman Scheel Structural Engineer 5022 Sunrise Boulevard Fair Oaks, CA 95628 (916) 536.9585 4,FESSio, Issue and Revision Dates T 4/26/2017 First Issue Date EXp. 12/31/ % Calculations Revised sty CT AFR .26 2017 April 26, 2017 Job Number 17114 Project Manager Martin Le Date 4/26/2017 Page Number 1 of 27 Calculated Wind Load:at Each:Diapragm Level' Height From Wind Load -L Wind Load II Level Level Width Level Depth Diaphragm Type Ridge Il with Base to'X;axis to X:axis 1 & 14.00 12.00 9 Roof X axis 1471 1129 w ti 1 3 Ili Soil information Foundation Designed for 2016 CBC Minimums Report Number Date Job Number 17114 Footing Depth = 18 in Project Manager Martin Le Footing Width = 12 in Date 4/26/2017 Soil Pressure = 1500 psf Page Number 2 of 27 I. c Il l'I ll i { Loading Information Roof Loads Floor Loads Roofing = 1.0 psf Sheathing - 2.3 psf Sheathing = 1.5 psf Framing = 5.0 psf Framing, = 2.5 psf Insulation = 3.2 psf Insulation = 0.0 psf Ceiling _ 2.5 psf Ceiling _ 2.5 psf Misc. = 2.0 psf Misc. 2.5 psf Wall 1(Seismic only) 10.0 0 f psf Wall (Seismic only) 5.0 psf Roof Dead Load = 10.0 psf Floor Dead Load = 15.0 psf Roof Live Load = 20.0 psf Floor Live Load = 40.0 psf Snow Load = 65.0 _ psf p Total DL Seismic = 25.0 psf Total DL ( Seismic) = 31.3 psf Wind loading MWFRS. (Envelope Procedure) Chapter 28 Basic Wind Speed _ 110 mph (V ultimate) Exposure Category _ C Risk Category = II Case 1 Case 2 End Zone of Wall = A 26.14 psf A 26.14 psf End Zone of Roof _ B 17.91 psf B 17.91 psf Interior Zone of Wall = C 20.81. psf C 20.81 psf Interior Zone of Roof = D 14.28 psf D 14.28 psf End Zone of Windward Roof = E 2.06 psf E 10.04 psf End Zone of Leeward Roof = F -15.85 psf F -7.87 psf Interior Zone of Windward Roof = G 0.73 psf G 8.71 psf Interior Zone of Leeward Roof _ H -13.67 psf H -5.57 psf End Zone of Windward Roof Overhang = Eoh -9.20 psf Eon -9.20 psf Interior Zone of Windward Roof Overhang = GOh -10.53 psf Goh -10.53 psf Calculated Wind Load:at Each:Diapragm Level' Height From Wind Load -L Wind Load II Level Level Width Level Depth Diaphragm Type Ridge Il with Base to'X;axis to X:axis 1 & 14.00 12.00 9 Roof X axis 1471 1129 w ti 1 3 Ili Soil information Foundation Designed for 2016 CBC Minimums Report Number Date Job Number 17114 Footing Depth = 18 in Project Manager Martin Le Footing Width = 12 in Date 4/26/2017 Soil Pressure = 1500 psf Page Number 2 of 27 I. c Il l'I ll Loading Information Seismic Loading Equivalent Lateral Force Procedure (Section 12.8 ASCE7-10) Site Clasification = D Section 11.4.2 ASCE 7-10 " _ O.O�� tlY Y tl Y Risk Category = II Table 1.5-2 ASCE 7-10 Seismic Design Category = D Section 11.6 ASCE 7-10 Importance Factor = 1.00 Section 11.5 ASCE 7-10 Response Modification Factor R = 6.5 Bearing wall System #15 Table12.2-1 ASCE 7-10 System Overstrength Factor .00 = 3.0 "Bearing wall System #15 Table12.2-1 ASCE 7-10 Rho Factor (p) p _ 1.3 Reliabilty Redundancy Factor Section XX>X ASCE 7-10 Spectral Response Short Period SS = 0.759 Seismic ground motion maps chapter 22 ASCE7-10 Spectral Response Long Period SI = 0.283 Seismic ground motion maps chapter 22 ASCE7-10 Spectral Response Short Period SDS = 0.605 Seismic ground motion maps chapter 22 ASCE7-10 Spectral Response Long Period SDI = 0.346 Seismic ground motion maps chapter 22 ASCE7-10 Seismic Response Coefficient CS = 0.093 Seismic Response Coefficient section 12.8 ASCE7-10 Maximum Seismic Response Coefficient CS max = 0.349 Seismic Response Coefficient section 12.8 ASCE7-10 Minimum Seismic Response Coefficient Cs min _ - 0.01 Seismic Response Coefficient section 12.8 ASCE7-10 L i 4/26/2017 Design Maps Summary Report Design Maps Summary Report 1 User -Specified Input Report Title 8968 Humboldt Road, Forest Ranch„ CA 95942 - NSSE 17114 i Wed April 26, 2017 17:47:11 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 40.111130N, 121.47051°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IJII/III } } USGS-Provided Output z, i SS = 0.759 g SMS = 0.908 g SDS = 0.605 g i I� Sl = 0.283 g SMS = 0.519 g SDI= 0.346 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. i iMuEa. Re pwse Soettrum Design Response Spectrum t. ra l a3 j S 9' aW Q..g3 Q,4+ 470 Qs;: aak. an in - I in j az Qtt 41 am am 't - �Y' Q.'1'! Qtle_ 7 1 td3 1 -XJ C1.03. 4iGt Q&} CLW CtP3 t.r.Y+ IM t. OX) 1.135 2[}:1 Perm i (W-) Period. T (sem) For PGA,„ T,_, CRs, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpsl/eart Kp*e.usgs.gov/cnl/designmaps/us/Summaryphp?tempiaL--minimal&latitude=40.111130340023955&lor itide=-121.47050605293421&siteclass=3&... 1/1 —ml _„Ti Beam Specifications Header Specifications Size i Grade and Type Length Level r I : i 1 II Footing Specifications I i Footing Width _ 12 in Allowable Soil Bearing Pressure = 1500 psf Footing Depth = 18 in Maximum allowable load on footing = 1500 plf Minimum # Bars = 1 Top and Bottom Maximum point load on continuous footing = 7144 # Size of Bars _ 4 Area of steel used for calculations = 0.20 int I Pad footing Specifications Footing # Size Depth Rebar Maximum Load II I Job Number 17114 i Project Manager, Martin Le I Date 4/26/2017 Page Number 6 of 27 Norman Scheel Project Title: 12'x14' Storage Structure Structural Engineer Engineer: Martin Le Project ID: 17114 5022 Sunrise Blvd. Project Descr: 8968 Humboldt Road, Forest Ranch, CA 9594 Fair Oaks, CA 95628 1,897.50 psi (916)536-9585 +D+S+H Max fv/FvRatio = I fv : Actual : MU�tip�@ S11Yi,p�@:Bean? iAe=g:Uobfilest171141EnercalcFllesi17114.ec6 207.00 psi -: .:1.11 ENFRCALC,-INC.1983-2017,"Build.6.17.2:28,Ven6.17.2.26,; ; 1 :: . ;::. ,. .. - .. ,, .. ... ,. . ... _ ,,.. -:s .. • .. Description: FRAMING ANALYSIS Wood Beam Design ; . Beam 1 - Ridge Beam Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Celcrilations,per NDS 2015,1BC,2M, CBC.2016, ASCE 7-10 BEAM Size: 4x12, Sawn; Fully Unbraced Wood Grade: No.2 UsingAllowable Stress Design with ASCE 7-10 Load 9 Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade : Select structural Fb - Tension 1,500.0 psi Fc - PHI 1,700.0 psi Fv Fb - Compr 1,500.0 psi Fc - Perp 625.0 psi Ft 180.0 psi Ebend- xx 1,900.0 ksi Density 31.20 pcf 1,000.0 psi Eminbend - xx 690.0 ksi Applied Loads 900.0 psi Fc -Perp 625.0 psi Ft Unif Load: D = 0.010, Lr = 0.020, S = 0.0650 k/ft, Trib= 6.0 ft Desrpn Summary (k) 11 L Lr S W E h Max fb/Fb Ratio = 0.878 1 fb : Actual : 1,666.29 psi at 6.750 ft in Span # 1 Fb: Allowable: 1,897.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.484: 1 fv : Actual : 100.29 psi at 12.600 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions , (k) 11 L Lr S W E h Downward L+Lr+S 0.371 in Downward Total 0.428 in Left Support 0.41 0.81 2.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.41 0.81 2.63 Live Load Defl Ratio 436 >360 Total Defl Ratio 378 >240 Wood Beam ;Design Beam 2 - Header for 5' SGD 33.69 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: Cel culation&per' ',NDS 2015,1 BC 2015, "CBC 201'6,,-$ E"7-.10' BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc -Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0,010, Lr = 0.020, S = 0.0650 k/ft, Trib= 4.0 ft Desron Summary (k) 2 L Lr S w E H Max fb/Fb Ratio = 0.273; 1 fb : Actual : 366.91 psi at 2.500 ft in Span # 1 Fb : Allowable: 1;345.50 psi Load Comb: +D+S+H . Max fv/FvRatio = 0.163: 1 fv : Actual : 33.69 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.021 in Downward Total 0.024 in Left Support 0.10 0.20 0.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.20 0.65 Live Load Defl Ratio 2902 >360 Total Defl Ratio 2515 >240 Wood$eam'Design Rafters at 16" O.C. 46.53 psi at 5.560 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: Calculations per.NDS 2015JBC 2015,.iGBC 2016,!\S E 7-10 BEAM Size: UgllablFully s6'Haoey Braced tess Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D=0.010, Lr = 0.020, S = 0.0650 k/ft, Trib=1.333 ft Design Summary Max fb/Fb Ratio _ 0.461 1 fb : Actual : 713.87 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,547.33 psi Load Comb: +D+S+H Max fv/FvRatio= 0.225: 1 fv : Actual : 46.53 psi at 5.560 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) g L Lr S At E H Downward L+Lr+S 0.076 in Downward Total 0.088 in Left Support 0.04 0.08 0.26 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.08 0.26 Live Load Defl Ratio 943 >360 Total Defl Ratio 817 >240 I I' Norman Scheel Project Title: 12'x14' Storage Structure Structural Engineer Engineer: Martin Le Project ID: 17114 5022 Sunrise Blvd. Project Descr. 8968 Humboldt Road, Forest Ranch, CA 9594 Fair Oaks, CA 95628 1,242.00 psi (916) 536-9585 +D+L+H Max fv/FvRatio = 0.135: 1 fv : Actual : 1' eaml tljJle 511itI�1e, Fv : Allowable: 180.00 psi , Load Comb: ENERCALC,'INC..1983-2017 Bu Id 6 I7 2. 8; Ver.617 2 28 Wood Beam :Design : Floor Joist at 16" O.C. Calculations per NDS 2015, IBC2015, CBC 2016, -ASCE 7=10 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr , 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib=1.333 ft Design Summary Max fb/Fb Ratio = 0.243 fb : Actual : 301.28 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,242.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.135: 1 fv : Actual : 24.27 psi at 5.400 ft in Span # 1 Fv : Allowable: 180.00 psi , Load Comb: +D+L+H Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.021 in Downward Total 0.028 in Left Support 0.06 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.16 Live Load Defl Ratio 3510 >360 Total Defl Ratio 2553 >240 r 117 ,, . _. — — _ — - -- ---- — — - Wall Framing Calculations 1st Floor Post, Trimmer, and King Stud Specifications Member Size Lumber L (ft) Wind Axial I Axial Axial Cd F� le/ d Grade plf DL L L, < 50 Case 1 CSI Calculations Case 2 Case 3 Case 4 Case 6 Case Typ. Stud 2x4 No. 2 D.F.L. 8.0 120.86 53.2 1 0 345.8 1.15 0.095 27.43 0.000 0.000 0.011 0.006 0.294 6 Typ. Trimmer 2x4 No. 2 D.F.L. 8.0 0 100 0 650 1.15 0.179 27.43 0.001 0.001 0.037 0.023 0.012 3 Typ. King 2x4 No. 2 D.F.L. 8.0 49.63 26.6 0 172.9 1.15 0.048 27.43 0.000 0.000 0.003 0.002 0.757 6 2nd Floor Post, Trimmer, and King Stud Specifications Member Size Lumber L (ft) Wind Axial Axial Axial Cd F,1 Ie/ d Grade plf DL L Lr < 50 Case 1 CSI Calculations Case 21 Case 3 Case 4 Case 6 Critical Case 3rd Floor Post, Trimmer, and King Stud Specifications Member Size Lumber L (ft) Wind Axial Axial Axial Cd FL le/ d CSI Calculations Grade pif DL L Lr < 50 Case 1 Case 21 Case 3 Case 4 Case 6 Critical Case 4th Floor Post, Trimmer, and King Stud Specifications Member Size Lumber L (ft) Wind Axial Axial Axial Cd F� IQ/ d Grade plf DL L' Lr < 50 Case 1 CSI Calculations Case 2 Case 3 Case 4 Case 6 Critical Case 5th Floor Post, Trimmer, and King Stud Specifications Member Size Lumber Wind Axial Axial Axial le/ d L (ft.) Cd F Grade plf DL L Lr <50 Case 1 CSI Calculations Case 2 Case 3 Case 4 Case 6 Critical Case Diaphragm Calculations Diaphragm Level 1 'X" Axis Sub -Diaphragms X Axis Diaphragm Width Grid Lines Depth Wind Load Seismic Load Diaphragm Block Nailing Left Right Bottom Top Left Right Left Right Shear (plf) Diaphragm Dx1 14.00 12.00 A B 1 2 755 755 223 223 63 No 8d @ 6" o.c. Check Hole in Diaphragm Hole # Width Depth Grid Lines Maximum Force Nailing Strapping Left Right Bottom Top At Comer # Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications Diaphragm Blocked Calculated Deflection Allowable Deflection Roof NG 10d Nails @ 6" o.c. Edge and 12"o.c. Field Panels to be applied perpendicular to framing members Job Number 17114 Project Manager Martin Le Date 4/26/2017 Page Number 11 of 27 - LJ- Diaphragm Calculations Diaphragm Level 1 "Y" Axis Sub -Diaphragms X Axis Grid Lines Wind Load Seismic Load ' Diaphragm Block Nailing Diaphragm Width Depth Left Right Bottom Top Left Right Left Right Shear (plf) Diaphragm Dy1 1 i i I� 12.00 14.00 A B 1 2 565 565 223 223 40 No 8d @ 6" o.c. i i j Check Hole in Diaphragm j Grid Lines Maximum Force Nailing Strapping Hole # I I ' Width Depth- Left Right Bottom Top At Comer # i j I i I Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications Diaphragm Blocked Calculated Deflection Allowable Deflection Roof NG 10d Nails @ 6" o.c. Edge and 12"o.c. Field Panels to be applied perpendicular to framing members Job Number 17114 Project Manager Martin Le Date 4/26/2017 I i Page Number 1T -- 12 of 27 e Shear Wall Schedule Seismic Design CategoryA,B,C,D,E, & F 2016 CBC 201518C Shear Wall Seismic Wind Type Capacity Capacity Specifications 318" APA rated sheathingone face with 8d nails at 6" o.c. edge and 12" o.c. field. /d1 260 365 9 5/8" � x 12" long Anchor Bolts @ 48" o.c. 2x sill plate B 380 532 3/8" APA rated sheathing one face with 8d nails at 4" o.c. edge and 12" o.c. field. 3x framing members at adjoining panel edges or dbl. studs w/ 16d @ 4" o.c. 5/8" @ x 12" long Anchor Bolts @ 32" o.c. 2x sill plate C 490 685 3/8" APA rated sheathing one face with 8d nails at 3 o.c. edge and 12" o.c. field. 3x framing members at adjoining panel edges or dbl: studs w/ 16d @ 3" o.c. 5/8" 0 x 12" long Anchor Bolts @ 32" o.c. 2x sill plate 3/8" APA rated sheathing one face with 8d nails at 2" o.c. edge and 12" o.c. field. p 640 895 3x framing members at adjoining panel edges 5/8" 0 x 12" long Anchor Bolts @ 16" o.c. 3x sill plate 15132" APA rated sheathing one face with 10d nails at 2" o.c. edge and 12" o.c. field. E 770 1077 3x framing members at adjoining panel edges 5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate 19/32" APA rated sheathing one face with 10d nails at 2" o.c. edge and 12" o.c. field. F 870 1217 3x framing members at adjoining panel edges 5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate 3/8" APA rated sheathing both faces with 8d nails at 3" o.c. edge and 12" o.c. field. G 980 1370 3x framing members at adjoining panel edges 5/8" 0 x 12" long Anchor Bolts @ 16" o.c. 3x sill plate 3/8" APA rated sheathing both faces with 8d nails at 2" ox. edge and 12" o.c. field. H 1280 1790 3x framing members at adjoining panel edges 5/8" 0 x 12" long Anchor Bolts @ 16" o.c. 3x sill plate 15/32 APA rated sheathing both faces with 10d nails at 2 o.c.edge and 12" o.c. field. 1540 2154 3x framing members at adjoining panel edges 3/4" r x 12" long Anchor Bolts @'l 6" o.c. 3x sill plate 19/32" APA rated sheathing both faces with 10d nails at 2" o.c. edge and 12" o.c. field. J 1740 2434 3x framingmembers at adjoining panel edges � 1 9 9 3/4" 0 x 12" long Anchor Bolts @ 16" o.c. 3x sill plate Notes 1) Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel i joints shall be offset to fall on different framing members, or framing shall be 3 -inch nominal or thicker at adjoining panel edges and nails on each side shall be staggered. 2) Galvanized nails shall be hot dipped or tumbled. 3) Framing members or blocking required at all panel edges in shear wall. 4) All shear wall values are based on 16" o. c. stud spacing. 5) 2 anchors minimum per shear wail. 6) All Framing members used in the construction of shear walls to be Douglas Fir Larch. 7) ,3"x3'x1/4" steel washers required at all anchor bolts used in shear Job Number 17114 walls. Washer edge shall be within 112" of sheathing slotted washers are Project Manager Martin Le 1 permitted. Date 4/26/2017 Page Number 13 of 27 Holdown Specifications 2016 CBC 2015 BC Notes 1) Holdowns may be raised off the sill with no reduction in load. 2) All screws to be Simpson SDS 1/4"x 2 1/2". 3) All holdown post and sill plates are designed to be Douglas Fir Larch. 4) See detail 52 in plans for anchor and footing requirements at ho/downs. 5) Connect double holdown studs together with 24-16d sinker nails minimum. First Floor Holdown Table 1 Centerline of strapto be center of rim joist. 1 Holdown Type Holdown Name Holdown Type Holdown Name 1'2 Minimum Required Post 3 Bolt ° de F Capacity A HDU2-SDS2.5 2-2X4 or 2-2x6 PAB5 5 1/2" 8 1/2" 3075 # B HDU4-SDS2.5 2-2X4 or 2-2x6 PAB5 5 1/2" 8 1/2" 4565 # C HDU5-SDS2.5 2-2X4 or 2-2x6 PAB5 5 1/2" 8 1/2" 5645 # D HDU8-SDS2.5 4X6: PAB7 8 1/2" 13" 7870 # E HDU11-SDS2.5 4X6 PAB8 10" 15' 9535 # F HDU14-SDS2.5 4x8 or 6x6 PAB8 10" 15" 14445 # Notes 1) Holdowns may be raised off the sill with no reduction in load. 2) All screws to be Simpson SDS 1/4"x 2 1/2". 3) All holdown post and sill plates are designed to be Douglas Fir Larch. 4) See detail 52 in plans for anchor and footing requirements at ho/downs. 5) Connect double holdown studs together with 24-16d sinker nails minimum. Notes Second Floor Holdown Table 1 Centerline of strapto be center of rim joist. 1 Holdown Type Holdown Name Required Length Required Nails 3 Min. Required Post Capacity G CS16 Strap 32" Long 26-8d or 22-10d 2x4 or 2x6 1705 # H MSTC40 Strap 40" Long 36-16d Sinkers 2-2X4 or 2-2x6 3080 # I MSTC52 Strap 52" Long 48-16d Sinkers 4x4 4620 # .1 MSTC66 Strap 66" Long 68-16d Sinkers 4x4 5860 # K CMST14 Strap 76" Long 66-16d 4x4 6490 # L CMST12 Strap 94" Long 86-16d 4x6 9215 # Notes 1 Centerline of strapto be center of rim joist. 1 2 Maximum clear span to be 16". 3) All nails to be common wire unless noted otherwise. 4) - Minimum post required to be installed in upper and lower wall framing. 5) Connect double holdown studs together with 24-16d sinker nails minimum. Job Number 17114 Project Manager Martin Le Date 4/26/2017 Page Number 14 of 27 - -- Shear Wall Calculations Grid Line Data and Loads Grid Line Level = A, Wind Load Diaphragm Type = 1 = Seismic Load 755 # Seismic Design Category Roof _ Rho Factor = 223 # Wind Design D Critical Load = 1.30 = 110 mph Exp. C Total Length of S.W. This Line - Wind - 8 f I Shear Wall Data and Base Shear Calculations Wall # Length Height g HNV Ratio BS Wind 2W/H BS Seismic S.W. Type YPe Sili Plate 3" x 3" 1 8.00 8.00 � 2.00 Washers 94 1.00 28 i i A 2x Sill Plate Yes I I Shear Wall Data and Uplift Calculations Wind I I I Wall # DeadLoad If WindSuc on plfAdd' Additional Distance iAdditional Distance Uplift p ift Left Left1 Uplift Right Right Uplift ft Le ft ! Uplift Right284 -30.91 0 0.00 0 0.00 198 198 I' Shear Wall Data and Uplift Calculations i' Wall # Dead Load Additional Seismic Distance Additional Distance plf Uplift Left Left Uplift Left Holdo wn liftRight Right UPft Right Ho IdowU n 284 0 0.00 0 '. . Type Left Type Right t1 0.00 -458 -458 Not Req. q Not Req. i' Notes: I i I 7) All panel edges to be edge nailed 2) 3) Job Number 17114 4) Project Manager Martin Le Date 4/26/2017 Page Number 15 of 27 i Drag Force Calculations Grid Line Data and Loads Grid Line = A Wind Load = 755 # Level = 1 Seismic Load = 223 # Diaphragm Type = Roof Rho Factor _ 1.30 Seismic Design Category = D Critical Load = Wind Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 8 ft i Diaphragm Length = 12 ft Diaphragm Shear = 63 pif Base Shear = 94 pif Drag Force Diagram 300 250 200" i 150 100 50 0 0 2 4 6 8 10 12 i Strap Locations Drag Truss Loads d,, Force Strap Type Label Span Force Uplift Connection to Wall ' Job Number 17114 i. I Project Manager Martin Le Date 4/26/2017 Page Number 16 of 27 j r. _ I p T -- Shear Wall Calculations Grid Line Data and Loads Grid Line = B Wind Load = 755 # Level = 1 Seismic Load _ 223 # Diaphragm Type = Roof Rho Factor _ 1.30 Seismic Design Category _ D Critical Load = Wind Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 8 ft Shear Wali Data and Base Shear Calculations Wall # Length Height HM Ratio BS Wind 2W/H BS Seismic S.W. Type Sill Plate -3" x 3" Washers 1 8.00 8.00 2.00 94 1.00 28 A 2x Sill Plate Yes Shear Wall Data and Uplift Calculations Wind Wall # Dead Load plf Wind Suction plf Additional Distance Additional Distance Uplift Left Uplift Right Uplift Left Left Uplift Right Right 1 284 -30.91 0 0.00 0 0.00 198 198 Shear Wall Data and Uplift Calculations Seismic Wall # Dead Load Additional Distance Additional Distance Uplift Left Uplift Right Holdown Holdown PIf Uplift Left Left Uplift Right Right Type Left Type Right t 1 284 A 0.00 0 0.00 -458 -458 Not Req. Not Req. Notes: 1) All panel edges to be edge nailed 2) Job Number 17114 3) Project Manager Martin Le 4) Date 4/26/2017 Page Number 17 of 27 Drag Force Calculations Grid Line Data and Loads Grid Line _ - B Wind Load Level = 1 = 755 # Diaphragm Type = Roof Seismic Load - 223 # Seismic Design Category = D Rho Factor - 1.30 Wind Design = 110 mph Critical Load Exp. C Total Length of S.W. This Line - Wind = 1 8 f Diaphragm Length = 12 ft Diaphragm Shear _ 63 pif Base Shear = 94 pif Drag Force Diagram 300 250 200 150 100 50 0 0 2 4 ti 8 10 12 �I Strap Locations dX Force Strap Type Drag Truss Loads Label Span Force Uplift I! Connection to Wall I I: ' Job Number i i 17114 Project Manager Martin Le Date 4/26/2017 Page Number 18 of 27 i 1' 'T i'11'II r i Shear Wall Calculations Grid Line Data and Loads Grid Line = 1 Wind Load _ 565 # Level = 1 Seismic Load = 223 # Diaphragm Type = Roof Rho Factor _ 1.30 Seismic Design Category = D Critical Load = Wind Wind Design _ 110 mph Exp. C Total Length of S.W. This Line = 6 ft Shear Wall Data and Base Shear Calculations 3" x 3" Wall # Length Height HIW Ratio BS Wind 2W/H BS Seismic S.W. Type Sill Plate Washers 1 6.00 8.00 2.00 94 1.00 37 A 2x Sill Plate - Yes i Shear Wall Data and Uplift Calculations Wind Wall # Dead Load plf Wind Suction plf Additional Distance Additional Distance Uplift Left Uplift Right Uplift Left Left Uplift Right Right 1 258 -26.49 0 0.00 0 0.00 369 369 I Shear Wall Data and Uplift Calculations Seismic Wall # Dead Load Additional Distance Additional Distance Uplift Left Uplift Right " Holdown Holdown pIf Uplift Left Left Uplift Right Right Type Left Type Right t 1 258 0 0.00 0 0.00 -167 -167 Not Req. Not Req. Notes: 1) All panel edges to be edge nailed 2) Job Number 17114 3) Project Manager Martin Le 4) Date 4/26/2017 Page Number 19 of 27 Drag Force Calculations Grid Line Data and Loads Grid Line = 1 Wind Load = 565 # Level = 1 Seismic Load _ 223 # Diaphragm Type = Roof Rho Factor = 1.30 Seismic Design Category = D Critical Load = Wind Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 6 ft Diaphragm Length = 14 ft Diaphragm Shear = 40 plf Base Shear = 94 pIf Drag Force Diagram 350 300 250 j 200 i i 150 100 50 j 0 0 2 4 6 8 10 12 14 Strap Locations Drag Truss Loads dX Force Strap Type Label Span Force Uplift Connection to Wall j I Job Number 17114 Project Manager Martin Le Date 4/26/2017 Page Number 20 of 27 Shear Wall Calculations Grid Line Data and Loads Grid Line = 2 Wind Load Level _ - 1 _ 565 Diaphragm Type Seismic Load = Roof - 223 # Seismic Design Category Rho Factor = D _ 1.30 Wind Design Critical Load = 110 mph Exp. C Total Length of S.W. This Line - Wind 8 f Shear Wall Data and Base Shear Calculations Wall # Length Height H/W Ratio BS Wind 2W/H BS Seismic S.W. Type Sill Plate 3" x 3" 1 8.00 8.00 2.00 71 1.00 28 A Washers �. 2x Sill Plate Yes j' I' Shear Wall Data and Uplift Calculations Wind Wall # Dead Load plf Wind Suction plf Additional Distance Additional Distance Uplift Left Left Uplift Right Right Uplift Left Uplift Right 1 258 -26.49 0 0.00 0 0.00 53 - 53 Shear Wall Data and Uplift Calculations Seismic I I' Wall # Dead Load Additional pif Uplift Left Distance Additional Distance Left Uplift Right Right Uplift Left Uplift Right Holdown Holdown 1 TYPe Left Type Right 258 0 0.00 0 0.00 -395 -395 Not Req. Not Req. Notes: I i 1) All panel edges to be edge nailed 2) Job Number 17114 3) Project Manager Martin Le 4) Date 4/26/2017 Page Number 21 of 27 - - l Drag Force Calculations Grid Line Data and Loads Grid Line = 2 Wind Load = 565 # Level _ 1 Seismic Load = 223 # Diaphragm Type = Roof Rho Factor _ 1.30 Seismic Design Category _ D Critical Load = Wind Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 8 ft Diaphragm Length = 14 ft Diaphragm Shear = 40 pif Base Shear = 71 pif Drag Force Diagram 300 250 I I 200 150 100 t 50 0 J 0 2 4 6 8 10 12 14 Strap Locations Drag Truss Loads dx Force Strap Type Label Span Force Uplift Connection to Wall Job Number 17114 Project Manager Martin Le Date 4/26/2017 Page Number 22 of 27 4 t p _ o o W Lo —4 5,f,- 6006 Gt Mf7V - &Koun,a s[vow L -a D = �1 SSD 5, �3uT7� cou�7f CATs&oF)r(1 5G &7-T8M P-6,7 F _. /e xT'as`uItic r/4 c- io =! j, - I-AB1,C- -7 P , GxF, (i t TNE� M A L FA c TO FZ f -t. 7-3 N S� 1� STR�rCT lA Vic` 1,4 u oW IM Fo F TA NGC FAcTO F _ �,`d �-- ra C to�y Z P = FtA'r K 00 F Stu .LOAD 7G� Gs p Q , 7, -f GS = M o O F 3;. t ®PF- rAc--1 o (� 6 4VA N -tZ O 900 t7TM 6 d aLC�, MoD F G� (• a , r a ;�a �2rc� � :RvaF St -of t _ LfC5, USFFz vp,r 7"a� To R�Gi�7 4 6 S 12 oof 5; YJ 12 12 12 12 12 (6, i0o i I — All Other - surface's S UnobsttuctM Slippery S udaces I i 31-1 5 0 ,0a a c.r Raaf Slaps 7-2c Cold rooffs w" C 1,2 or lura i I T 1iT IA 1 • IW ,n :- n`ae r' � '.-. - , ..": ,''y 'M �: , "' -1 A. �' P ii � �':,. w g '�� „•w,_..,'i _ � p ,.s' ��t �"`'vi. 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Q d n �� • � ,. t c „ 1 ,a 7q ��f E P If �m w v M1 1 m , 'C�QglE � ,til " Butte County Department of Development Services e; PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 o ' $ Main Phone (530) 538-7601 Permit Center Phone (530) 538-6861 Fax (530) 538-7785 ncvcnOe6GNT 5ERVICES CURRENT CODES: 2016 California Building Code (CBC) 2016 California Residential Code (CRC) 2016 California Electrical Code (CEC) 2016 California Mechanical Code (CMC) 2016 California Plumbing Code (CPC) 2016 California Energy Standards 2016 California Fire Code 2016 California Green Building Standards Code ASCE/SEI 7-16 Minimum Design Loads for Buildings and Other Structures ACI 318-14 Building Code Requirements for Structural Concrete TMS 402-11/ACI 530-11/ASCE 5-11 Building Code Requirements for Masonry Structures The 2016 California Codes are available for purchase from the International Code Council at rwww.iccsafe_org and may be downloaded free at https://Iaw.resource.org/pub/us/code/bsc.ca.q LIVE LOADS: (per 2016 CBC Table 1607.1) R WIND DESIGN: Per Chapters 26 - 31 o CEW EI 7-10 Wind Speed: 100 mp , 110 m h�r 1 l5 mph (based on 3 -second gust) depending on risk category Risk Category: Per 2016 CBC TABLE 1604.5 I Miscellaneous Occupancy II Standard Occupancy (not I, III, or IV) III High Occupancy IV Essential Facility, Hazardous Facility Wind Exposure Category: B o6Cepending on building height, terrain, and surface roughness: Exposure B = Terrain with buildings, forest, etc. 20' or more in height covering at least 20% within 1 mile of the site. Revised 12.19.2016 Page 1 of 3 s j Exposure C =Flat and generally open terrain within lh mile or more from the site. SEISMIC DESIGN: Per ASCE/SEI 7-10 Permissible structural systems, limitations on height and irregularity, permitted lateral force procedure, and required level of strength and seismic detailing are based on Seismic Design Category (SDC). SDC must be determined in accordance with Chapter 16 of the 2016 California Building Code and ASCE/SEI 7-10. SDC is dependent on earthquake ground motion, soil characteristics, and _ risk category. See ASCE/SEI 7-10. FOUNDATION DESIGN VALUES - WITHOUT A GEOTECHNICAL REPORT: Design values for Class 5 materials per 2016 CBC Table 1806.2 are required unless a geotechnical report is provided to substantiate higher design values. Class 5 Material (2016 CBC Table 1806.2): Allowable Bearing Pressure = 1500 psf. Allowable Lateral Bearing (Passive) = 100 psf/ft. Allowable Cohesion = 130 psf times the contact area (lateral sliding resistance may not exceed '/Z the dead load) I Geotechnical reports are required for structures proposed in areas known to contain highly expansive soils. Manufactured homes and commercial modular buildings shall be designed for a maximum 1000 psf soil bearing capacity unless a geotechnical report is provided to substantiate higher design values. (California Code of Regulations Title 25, Division I, Chapter2, Section 1334(d) ) FLOOD ZONE: Flood zone and other information can be found by entering the assessor's parcel number or address at the Butte County Data Search website: http://gismaps.buttecounty.net/flexviewer/bedatasearch/index.html See Butte County Code Chapter 26 for construction requirements in FEMA designated flood zones. Revised 12.19.2016 Page 2 of 3 SNOW LOADS: Elevation (Feet) Ground Snow 0 1499 No Requirements 1500-1999 20 psf 2000-2499 37 psf 2500-2999- 55 psf 3000-3499 75 psf 3500-3999 97 psf 4000-4499 122 psf // 4500-4999 14r 9ys f / ry . 5 (q7 5000-5499 � l 8 � -- 5500-6000 5500-6000 215 psf Snow load values on this chart maybe interpolated. Elevations may be determined from Google Earth, USGS topo maps, or other sources. Structures proposed in areas where snow loads exceed 50 psf require design by a Registered Design Professional (California Licensed. Engineer or Architect). Approximate elevations for some Butte County locations: Berry Creek 2200 Feather Falls 3000 Butte Meadows 4500 Forbestown 2800 Clipper Mills 3600 Forest Ranch 2400 Cohasset 3200 Magalia 2400 Concow 2200 Stirling City 3600 De Sabla 2720 Yankee Hill 2200 i Revised 12.19.2016 Page 3 of 3 Q Q V V D .a �C 3 I Ale . . . . . . . . . . 'R IV- c 13 . y C e I I I e x / µ, .� CCL) azC � C l e y V i E P t y Af0 3 W f PERMIT # Y BUTiE CO U RENV TI W VSELO P M E N T ERSDF®RCQDECOMPLIANCE II VATE �BY G5� k' f E v 1 4 i I 4 i W I I I I I I I I I , I r, : AF7 Z- oo 1471- /n CSL 'Yo t. L .: g e { 1 2016 BC AutoCAD LU P TWICAL DETAILS ENGINEERING AND LOADING DATA M RoofLoads Floor Loads Soil information 4X OR 6X PER WALL EXTERIOR Al A Y8"O X 12" LONG ANCHOR BOLT & NUT W I MAXIM B Y8" STANDARD CUT WASHER THICKNESS - FULL WALL Roofing 1.0 psf Sheathing 2.3 psf Foundation Designed for 2016 CBC TRUSSES @ 24" 0. Y2" MIN. ON C1. TYR HEIGHT STUD COVERING C 3 " X 3" X Y4" THICK PLATE WASHER SHEATHING ROOF SHEATHING Sheathing 1.5' psf Framing 5.0 psf 16d SAME SPACING Framing 2.5 psf Insulation 3.2 psf D P.T. WOOD SILL PLATE SIDE 0 8d @ 3" O.C. AS SHEARWALL 2X STUDS Insulation 0.0 psf Ceiling 2.5 psf 2X4 BLOCK W1 EDGENAILING @ 16" O.C. E TOP OF CONCRETE FOUNDATION SLOTTED (6)16d 8d @ 6" O.C. E.N. Ceiling 2,5 psf Misc. 2.0 psf Report Number EACH FACE TYP. HOLE 2X4 NO. 2 D.F.L. BRACE Misc. 2.5 psf Wall ( Seismic only) 10.0 psf Date (3)16d vs�j I I - 1 TX4 WITH 10d NAILS @ 6" O.C. q r N Wall (Seismic only) 5.0 psf -(3)16d TYR 2X4 B 0 O�ACE @ Footing Depth 18 in -01, C.TO __ 0 Total DL 10 psf Total DL 15.0 psf Footing Width 12 in L) APA RATED BLOCKING AT (1) A35 2X4 CONTINUOUS SHEATUNG APA RATED Total ILL 20 psf Total LL ROOFSHTG. 40.0 psf Soil Pressure ACROSS TRUSS. (3) 1500 psf A CLIP 16d PER GABLE STUD PER PLAN SHEATHING Total DIL (Seismic) 31.3 psf Total DL (Seismic) 25.0 psf PER PLAN B 2X6 Wind Loading Client Information + 72" MGH MAX @ NON-STRUCr P.E.N. PER C TRUSS CONTINUO S -GABLES. 48- O.C. MAX. @ PLAN Basic Wind Speed .110 mph3secondgust Dean Horner 16d @ SMUCT. GABLES. P.E.N. PER Exposure Category D C 8968 Humboldt Road 6" O.C. NOTE PLAN Impotance Factor Case I Case 2 Forest Ranch, CA 95942 E GABLE END TRUSS P.E.N. BRACE MUST BE 90% THE LENGTH INTERIORWALL End Zone of Wall A 26.14 psf A 26.14 psf 916-838-0744 OF TTIE WEB. COVERING 2X STUDS End Zone of Roof B 17.91 psf B 17.91 psf N 16d @ 6" O.C. % 2X4 CONTINUOUS BACKING 01 30! GABLE END WALL THIS DETAIL IS TO BE USED AS AN @ 16" O.C. Interior Zone of Wall C 20.81 psf C 20.81 psf Project Information 10 NAIL WITH 16d @ 6" O.C. ALT. FOR ONE IX4 CONTINUOUS LATERAL TYR Interior Zone of Roof D 14.28 psf ZN PER PLAN D 14.28 psf 12'xl4'Storage Structure L BRACE, OR WHEN ONLY ONE TRUSS WALL SHEATHING End Zone of Windward Roof E 2.06 psf E 10.04 psf 8968 Humboldt Road REQUIRES BRACING WITH NO SIMILAR PERPLAN End Zone of Leeward Roof F -15.85 psf F -7.87 psf Forest Ranch, CA 95942 CONFIGURATION TRUSS NEXT TO IT. Interior Zone of Wridward Roof WASHER TOP VIEW G 0.73 psf G 8.71 psf Interior Zone of Leeward Roof H -13.67 psf H -5.57 psf End Zone of Wridward Roof Overhang 12,111 psf 3" X 3" X 1/4" PLATE WASHER PER 2016 CBC 2308.6- 7 3 GABLE STUD BRACE Elh -9.20 psf -9.20 WALL CHANNEL AT SHEAR WALL Interior Zone of Windward Roof Overhang Glh -10.53 psf Gbh -10.53 psf ALT. TRUSS WEB BRACING DETAIL - n_11 -eel Seismic Loading SR%4PSONRPS18 NO NAILS DBL. TOP PROVIDE 1/8" SPACE BETWEEN wt STRAP TYP THIS AREA PLATES 2X6 "Llp BRACE TRUSSES 24" O.C. TYP. Site Clasification D Section 11.4.2 ASCE 7-10 SEE DETAIL, AT PANELS AT THE TIME OF Risk Category Table 1.5-2 ASCE 7-10, TYR 48" MIN. LAP 48" MIN. LAP INSTALLATION OF SHEATHING. ENDS OF IX4 (TYP Seismic Design Category D Section 11.6 ASC E 7-10 V 0.093 W Sacramento Office (12)-16d (12)-16d Importance Factor 1.00 Section 11.5 ASCE 7-10 Norman Scheel Structural Engineer NAILS. NAILS . Response Modification Factor R 6.5 Table12.2-1 ASCE 7-10 5022 Sunrise Boulevard 5022 Sunrise Blvd. 1-0: .0: System Overstrength Factor 0,, 3 Table12.2-1 ASCE 7-10 Fair Oaks, CA 96628 Fair Oaks, CA 95628 H: Z. 4. APA RATED 2X WALL 3/8 Spectral Response Short Period Sr 0,76 Seism ic ground m otion Fri aps chapter 22 ASCE7-1 0 (916) 536-9585 (916) 536-9585 FRAMING IX4 LATERAL BRACE 3 ... SHEATHING S, COMMON WIRE NAILS PER TRUSS DRAWING PERPLAN 10 Spectral Response Long Period 0.28 Seism ic ground m otion m aps chapter 22 ASCE7-1 0 @ 16" O.C. (916) 536-0260 (fax) WITH 2-8D NAILS PER PLAN Spectral Response Short Period SOS 0.61 Seismicground motion maps chapter22 ASCE7-10 PIPE PER PER WEB TYP. Spectral Response Long Period SD1 0.35 Selsmicground motion maps chapter22 ASCE7-10 SPLICE PLAN 24" 01 INTERSECTING Seismic Response Coefficient Cs 0.09 Seism ic Response Coefficient section 12.8 ASCE7-1 0 PART111ON TTU JJL DBL TOP NAILING SCnrD _E PLATE NOTE: THIS 2016 CBC NAILING SCHEDULE TO BE USED UNLESS 2016 CBC NOTE: THIS 2016 CBC NAILING SCHEDULE TO BE USED UNLESS 2016 CBC NOTED OTHERWISE ON PLAN AND ENGINEERING SHEET(S). NOTED OTHERWISE ON PLAN AND ENGINEERING SHEET(S). FRAMING MAX. NOTCH MAX DRILLED HOLE DOUG -FIR TA13LE 2304.10.1 NAILING SCHEDULE TABLE 2304.10.1 NAILING SCHEDULE 2X4 BEARING 1 1/2" X 5 1/2" 1 1/2" 0 @ (L INSTALL (12)-,16d NAILS FRAMING CONNECTION NAILING CONNECTION NAILING 2X4 NONBEARING 2 1/2" X 5 1/2" 2 1/2" 0 @ (L SEE DETAIL 2 ROWS 16d NAILS WITHIN 24" OF EACH END, MEMBERS E 27. BUILT-UP GIRDERS AND BEAMS, 2- LUMBER LAYERS 1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS, OR 3-8d 2� FACE NAIL AT TOP ACH END 0 06CM 2X6 BEARING 3 1/2" X 5 1/2" 31/2" 0 @ T, BELOW STAGGERED. NAILS INTERSECTING PARTITION, TRUSSES TO TOP PLATE OR FRAMING, TOENAIL W T TAGGERED ON 2X6 NONBEARING 4" X 5 1/2" 4" 0 @ T, MAY BE INSTALLED OPPOSITE SIDES OR OR SPLICE OF EACH TOP BLOCKING BETWEEN RAFTERS, OR TRUSS NOT AT THE WALL 2-8d TOENAIL EACH END OR 2-20d FACE NAIL @ ENDS AND AT FROM EITHER TOP PLATE. SEE DETAIL ABOVE TOP PLATE, TO RAFTER OR TRUSS, 2-16d END NAIL EACH SPLICE ORBOTTOM FOR CLARIFICATION. FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d 28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS, 3-16d 2. CEILING JOISTS TO TOP PLATE, TOENAIL EACH JOIST 3-8d FACE NAIL EACH JOIST OR RAFTER 3. CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER, 3-16d 29. JOIST TO BAND JOIST, END NAIL 3-16d LAPS OVER RARTRIONS (NO MUSTS), FACE NAIL 30. BRIDGING OR BLOCKING TO JOIST 2-8d NOTCH OR DRILLED TOP PLATES TRUSS WEB BRACING DETAIL DBL. TOP PLATE SPLICE DETAIL SHEAR WALL NAILINGDEIAIL 4. CEILING JOIST ATTACHED TO PARALLEL PER TABLE 2308.7.3.1 RAFTER OR TRUSS, TOENAIL Ekil END RAFTER (HEEL JOINT), FACE NAIL WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOFAND INTERIOR WALL BEARING PROVIDE 1/8" SPACE BETWEEN DBL. TOP PLATES .5. COLLAR TIE TO RAFTER, FACE NAIL 3-10d SHEATHING TO FRAMING AND PARTICLEBOARD WALL SHEATHING TO FRAMING 6. RAFTER OR ROOF TRUSS TO TOP PLATE, TOENAIL 3-1 Od AT CONTINUOUS IX4, INSTALL 2X6 "L" BRACE PANELS AT THE TIME OF TYR 31. 3/8" TO 1/2" 6d 6 O.C. @ EDGE OR O.C. @ INTERM. SUPPORTS FRAMING 2X6 FRAMING 6d 12" TO TRUSS WEB, FULL LENGTH. NAIL TO WEB WITH INSTALLATION OF SHEATHING. 7. ROOF RAFTERS TO ORIDGE VALLEY OR HIP RAFTERS; 2-16d END NAIL OR C-, 16d @ 4" O.C. CONNECT IX4 TO 2X6 WITH (6) 8d 2-16d END CRIPPLE STUDS OR ROOF RAFTER TO 2 -INCH RIDGE BEAM 3-10dTOENAIL' 32. 19/32" TO 3/4" 8d 6" O.C. @ EDGE OR L_ Y810 APA RATED NAILS TYP. TW. W/ 3-16d 8. STUD TO STUD (NOT AT BRACED WALL PANELS), FAC NAIL 16d 24" O.C. 8d 12"O.C. @ INTERM. SUPPORTS MIN. MIN. SHEATHING -COMMONWIRE TOE NAILS AT 9. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING 16d @ 16" O.C. 33. 7/8" TO 11/4" 10d 6" O.C. @ EDGE OR L� r 0 0 TRUSS WEB AT NAILS PER PLAN HEADER TYP. WALL CORNERS (AT BRACED WALL PANELS), FACE NAIL 10d 12" O.C. @ INTERM. SUPPORTS U E-1 U Ilt OFIX4 PERPLAN 10. BUILT-UP HEADER (2" TO 2" t!�� FACE NAIL EACH EDGE 16d 16" O.C. OTHER EXTERIOR WALL SHEATHING 2X6 "L" BRACE 11. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d 34. 1/2" FIBERBOARD SHEATINGb 11/2" GALV. ROOFING NAIL Y O.C. @ 9 2X STUDS -HEADER/PLAN 12. TOP PLATE TO TOP PLATE, FACE NAIL 16d (a) 16" O.C. EDGEOR I 1/2"GALV. ROOFING NAIL 6" O.C. @ Y8" c) U 1Y 2 Y81f 1 11 8 8" PERPLAN 13. TOP PLATE TO TOP PLATE, AT END JOINTS MAX MAX. I'm. MAX. (6) 8d IX4 o90 8-16d INTERM. SUPPORTS c) U 00 TO 2X6 IX4 CONT. BRACE FACE NAIL EACH SIDE OF END JOINT z Z 00 A IF 4-16d 14. BOTTOM PLATE TO JOIST IM JOIST JOIST OR 16d @16' O.C. 35. 25/32" FIBERBOARD B SHEATING' 13/4" GALV. ROOFING NAIL 3" O.C. @ RA�j D WALL �W NON-BEAFJNG EA. END 4-16d BLOCKING (NOT AT LS) EDGEOR ,6 15. BOTTOM PLATE TO JOIST RIM JOIST BAND JOIST OR 2-16d @ 16- O.C. 13/4" GALV. ROOFING NAIL 6" O.C. @ 2X4 FRAMING 2X6F G EA. END INTERM. SUPPORTS 4' BLOCKING AT BRACED WALL PANFIS, FACE NAIL WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING c" KING STUDS e I F__4 16. STUD TO TOP OR BOTTOM PLATE 4-8d TOENAIL OR MIN. 16d @ 4" O.C. TYP. Cn --A- TRIMMERS 2-16d END NAIL 36. 3/4" OR LESS 8d 6" O.C. @ EDGE OR '01 VP V 8d 12" O.C. @ INTERM. SUPPORTS 00 MIN. TYP. 17. TOP OR BOTTOM PLATE TO STUD, END NAIL 2-16d �0 0 0 18. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS FACE NAIL 2-16d 37. 7/8" TO I" 8d 6" O.C. @ EDGE OR IX4 CONT. BRACE 16d 12'1 19. 1 " BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 8d 12" O.C. @ INTERM. SUPPORTS OC) 00 TYP.W.O.N.) 38. 11/8" TO 11/4" 10d 6" O.C. 0 EDGE OR 0 I Y811 211 2 Y81' 3 Y411 /TRUSS WEB -UAL .20. V x 6" SHEATHING TO EACH BEARING, FACE NAIL 2-8d 4.4 I -r_ I MAX. MAX. (6) 8d IX4 .21. 1 " x 8" AND WIDER SHEATHING TO EACH BEARING, FACE NAIL 3-8d PANEL SIDING TO FRAMING 10d 12- O.C._@ INTERM. SUPPORTS MAX. MAX\" TO 2X6 DOUG -F I IR OPENING SIZE KING STUDS TRIMMERS 22. JOIST TO SILL, TOP PLATE, OR GIRDER, TOENAIL 3-8d 39. 1/2" OR LESS 6d 6" O.C. @ EDGE OR 23, RIM JOIST, BAND JOIST OR BLOCKING TO TOP PLATE, 8d @ 6- O.C. 6d 12- O.C. @ INTERM. SUPPORTS BEARING OR NON-BEARING WALLS MAY BE DRILLED 2"FOR 2X4 I -STUD BAY MIN." FRAMING 4!-011 1-2X4 OR 1-2X6 1-2X4 OR 1-2X6 SILL, OR OTHER K G BELOW, TOENAIL 40. 5/8" AND 3 1/4" FOR 2X6 WALLS, WITH 5/8" EDGE DISTANCE, IF STUDS FOR DOUBLE SIDED SHEAR WALLS MEMBERS 61-0" 1-2X4 OR 1-2X6 I -2X4 OR 1-2X6 24., V x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 8d 6" O.C. @ EDGE OR 8d 12" O.C. @ INTERM. SUPPORTS 2X6 "L" BRACE INSTALL SHEETS WITH MINIMUM 8'-0" AND GREATER 2-2X4 OR 2-2X6 2-2X4 OR 2-2X6 25. 2" SUBFLOOR TO JOIST OR GIRDER 2-16d FACE NAIL ARE DOUBLED AND NO MORE THAN 2 SUCCESSIVE DOUBLED INTERIOR PANELING OVER LAP OF ONE STUD BAY 26. 2" PLANKS (PLANK & BEAM - FLOOR & ROOF), 2-16d STUDS ARE DRILLED. (SECTION 2308.5.9 & 2308.5,10 -CBC 2016.) MAXIMUM PLATE HEIGHT IS 12'. FOR WALL GREATER THAN 12' FACE NAIL EACH BEARING 41. 1/4" 4d 6" O.C. @ EDGE OR IN HEIGHT SEE FRAMING PLANS FOR WALL FRAMING SPECS. 4d 12" O.C. @ INTERM. SUPPORTS /8" 6d 6" O.C. @ EDGE OR NOTCH OR DRILLED STUDS TRUSS WEB BRACING DETAIL DOUBLE SIDED SHEAR WALL OFFSET TYPIC71 HEADER FRAMING DETAIL 6d 12" O.C. @ 11SITERM. SUPPORTS ALL FASTENERS INSTALLED IN DECAY RESISTANT LUM13ER TO BE HOT DIPPED GALVANIZED PER THE 2016 CBC 2304,10.5.1 STANDARD NOTES AND SPECIFICATIONS 2016 CBC GENERAL NOTES SHEAR AND BRACED WALL PANEL NOTES CONCRETE AND REINFORCING STEEL WOOD FOR SI: I INCH 25.4 nim FOOTNOTES 1. DETAILS OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME NATURE AS 1. SHEATHING USED IN THE CONSTRUCTION OF SHEAR WALLS TO BE 4� X 8' 1 . CONCRETE CONSTRUCTION SHALL CONFORM TO CBC 2016 AND ACI -3'I 8-14. 1 - ALL STRUCTURAL WOOD SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS. a NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 38 INCHES OR MORE. FOR NAILING OF WOOD SHOWN FOR SIMILAR CONSTRUCTION. MINIMUM EXCEPT AT BOUNDARIES OR AT CHANGES IN FRAMING. STRUCTURALL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING 2. THE WEIGHT AND MINIMUM 28 DAY STRENGTH OF CONCRETE SHALL BE AS FOLLOWS: DOUGLAS FIR LARCH WEST COAST, LUMBER INSPECTION BUREAU PROJ, MGR.: M.L. 2. CONSTRUCTION SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE CODES AND 2. FRAMING MEMBERS OR BLOCKING REQUIRED AT ALL PANEL EDGES SLAB ON GRADE AND FOOTINGS ........ 150 PCF F'C = 2500 PSI (U.N.O. ON FOUNDATION PLAN GRADING RULES #17. ARE PERMITTED TO BE COMMON, BOX, OR CASING. REGULATIONS. IN SHEAR WALLS. b SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR 3. DO NOT BREAK FACE PLY WHEN NAILING ANY SHEAR WALLS. 3. OR 2. PROVIDE TYPE 5 CEMENT FOR REDWOOD CALIFORNIA REDWOOD ASSOCIATION GRADING RULES. NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE ENGINEER: M.L. 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, PROPERTY LINES, ETC. OF MORE THAN 0.2%. ON THE JOB. 4. NAILS SPECIFIED FOR SHEAR WALLS: GLUED LAMINATED BEAMS GLUED LAMINATED FABRICATION SHALL BE PANEL, UNLESS OTHERWISE MARKED.) DRAWN BY: K.T. 4. CONCRETE AGGREGATES: NATURAL SANDS AND ROCK AGGREGATES SHALL PERFORMED IN AN APPROVED FABRICATORS SHOP c WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING 4. CONTRACTOR SHALL NOTIFY THE ENGINEER AND ARCHITECT WHERE A CONFLICT 8d - 2 1/2" LONG, 0.131 SHANK DIAMETER CONFORM TO ASIM C33. IN ACCORDANCE WITH 2016 CBC 1704.2 STANDARD JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER S OCCURS ON ANY OF THE CONTRACT DRAWINGS OR DOCUMENTS. CONTRACTOR IS 9/32" HEAD DIAMETER. SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED HALLBE NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS 10d - 3" LONG, 0.1483" SHANK DIAMETER, 5/16" BEAD DIAMETER. 5. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 40. R4BER N 1)/A Al 90.1-02. GLUE -LAM BEAMS SHALL PERMITTED TO BE REDUCED BY ONE NAIL, CHECKED BY: M.L. I SPtA S ITC N CTEI AND A CERTIFICATE PROVIDED TO FIELD IN CONFLICT, UNTIL CONFLICT IS RESOLVED WITH THE AFFECTED PAR -RES. GUN NAILS TO MATCH ABOVE SPECIFICATIONS. LENGTH OF GUN NAILS 6. REINFORCING STEEL SHALL BE DETAILED FABRICATED AND INSTALLED ACCORDING INSPECTOR AT THE TIME OF FRAMING INSPECTION. NORE: USE 20d END NAILS OR 16d TOE NAILS @ 3x SILL PLATE TO STUD NAILING FOR USE IN SHEAR WALLS MAYBE AS FOLLOWS: TO "MANUAL OF STANDARD PRACTICE Fbk REINFORCED CONCRETE CONSTRUCTION` 5. ALL PRE -MANUFACTURED ROOFTRUSSES PRE -MANUFACTURED "I" FLOOR JOISTS, BYWCRSL OSB PLYWOOD U.S. PRODUCT STANDARDS P.S. 2-92 FOR WOOD BASED ISSUE DATE: PRE -MANUFACTURED LAMINATED VENEff & PARALLEL STRESS LUMBER BEAMS, AND 8d - TO PROVIDE 1 1/2" PENETRAT10N INTO FRAMING. GLUED LAMINATED BEAMS TO BE SUBMITTED TO THE PROJECT ARCHITECT AND/OR 10d - TO PROVIDE 15/8" PENETRATION INTO FRAMING. STRUCTURAL USE PANELS. THE ENGINEER FOR REVIEW AND COORDINATION. A SUBMITTAL MAY THEN BE MADE 7. DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO THE FACE OF MAIN AND 4/26/201 6 TO THE BUILDING DEPARTMENT FOR REVIEW AND APPROVAL. INCLUDE A LETTER 5. MOISTURE CONTENT OF LUMBER NOT TO EXCEED 19% AT TIME OF DENOTE CLEAR COVERAGE. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE AS MICROLIAM LVL BEAMS NATIONAL EVALUATION REPORT NO. NER-126 BEAM STATING MS REVIEW AND COORDINATION HAS BEEN PERFORMED AND COMPLETED FABRICATION OR CONSTRUCTION. FOLLOWS: SHALL BE 13 /4" STANDARD WIDTH. AND PLANS AND CALCULATIONS ARE FOUND TO BE ACCEPTABLE. TRUSS DRAWINGS CONCRETE DEPOSITED DIRECTLY AGAINST GROUND (EXCEPT SLABS) ...... 3", AND LAYOUTS TO BE SUBMITTED PRIOR TO CONSTRUCTION AS PART OF DEFERRED 6. ALL FRAMING MEMBERS USED IN THE CONSTRUCTION OF THE SHEAR WALLS CONCRETE EXPOSED TO GROUND BUT PLACED IN FORMS .............................. 2" PARALLAM PSL BEAMS NATIONAL EVALUATION REPORT NO. NER-292. SUBMITTAL PER 2016 CBC 107.3.4.1. SLABS ON GRADE ..................................................... POSITION IN CENTER OF SLAB. REVISIONS: MUST BE DOUGLAS FIR. NO HEM FIR OR SPF FRAMING IS TO BE USED UNLESS 2. MINIMUM GRADES SHALL BE: 6. THE DESIGN ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING TEMPORARY NOTED ON FRAMING PLANS. 8. LAP SPLICE FOR CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH EEN AC1318-11 SECTION 12.14. REBAR LAP SPLICES FOR PLANE CONCRETE FOOTING SHALL BE HORIZONTAL FRAMING 2X FRAMING: #2 D.F.L. SUPPORTS IfffC I&THE SOLE RESPONSIBILITY OF THE CONTRACTOR ��O HAS NOT B 7. NOTE THAT HO PANEL WONT&AL JO S D?ENOT REQUIRE BLOCKING FOR BRACED 00 CONSfffki�D f3_Y'THE STRUCTURAL ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR WALL ES A B MAB 2308.9.3 (1) 2016 CBC. 40 BAR DIAMETERS MINIMUM. 4X FRAMING: #2 D.F.L. STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS AND 6X AND LARGER #1 D.F.L. /2\ - ROOF DIAPHRAGMS AND FINISH MATERIALS. PRIOR TO THE APPLICATION OF THE 8. BRACED WALL PANEL SOLE PLATES TO BE NAILED TO THE FLOOR FRAMING 9. REMOVE ALL DEBRIS FROM THE FORMS BEFORE PLACING ANY CONCRETE. I AFOREMENTIONED M.;�ft . OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL AND TOP PLATES SHALL BE CONNECTED TO THE FRAMING ABOVE PER WALL FRAMING 2X4 FRAMING: SID & BTR D.F.L. ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 10. REINFORCING DOWELS BOLTS, ANCHORS, SLEEVES, ETC., TO BE EMBEDDED IN 2X6 AND LARGER FRAMING: #2 D.F.L. A - TABLE 2304. 10. 1. 9ILLS SHALL BE BOLTED TO THE FOUNDATION OR SLAB PER 2016CBC2308673 2308.3.1. WHERE JOIST ARE PERPENDICULAR TO CONCRETE SHALL BE StCURELY POSITIONED BEFORE PLACING CONCRETE. BRACEDCATAff 'fNES ABOVE BLOCKING SHALL BE PROVIDED UNDER AND MANUFACTURED TRUSS DESIGN NOTES A 7. IN NO CASE SHOULD DRAWINGS DETAILS, OR ANY PART OF THESE PLANS BE SCALED GLUED LAMINATED MEMBERS COMBINATION 24F -V4 30W RADIUS 4 - FOR ANY PURPOSE. IF ANY DNiNSIONS NOT SHOWN ARE REQUIRED rr is THE IN LINE WITH THE BRACED W)kff PANELS. PROVIDE (3)-16d NAILS @ 16" O.C. (TYP.) 11. MAXIMUM FREE FALL OF CONCRETE SHALL BE 4'-0". RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE ENGINEER OR ARCHITECT STRUCTURAL PLYWOOD APA RATED SHEATHING FOR ADDITIONAL INFORMATION. 12. NO WOOD SPREADERS ARE ALLOWED. I - TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO THE PROJECT ENGINEER 15\ - MICROLLAM LVL BEAMS DOUGLAS FIR 1.9E TILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION OF THE AND BL 13. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS AND FLOOR PLANS FOR TRUSSES. FOUNDATIONS LOCATION OF ALI; PIPES, CONDUITS, ETC. PARALLAM PSL BEAMS DOUGLAS FIR 2.OE WALL FRAMING 2. TRUSSES SHALL NOT BE MODIFIED IN THE FIELD WITHOUT A ENGINEEREDIRUSS 14. PIPE OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT 3. BEARING AND SHEAR WALLS HAVE DOUBLE TOP PLATES LAPPED AT WALL AND REPAIR DRAWING PROVIDED BY EITHER THE TRUSS MANUFACTURERS ENGINEER U I . UNLESS OTHERWISE NOTED STUDS IN EXTERIOR WALLS AND INTERIOR I . BEARING SOIL CONDITION IS CLASSIFIED BY MINIMUMS ALLOWED BY CODE OR SOILS BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. PARTITION INTERSECTIONS W/3.16d NAILS. SPLICE UPPER AND WWER PLATES BY OR ENGINEER OF RECORD. BEARING WALLS OF BUILDING NO MORE THAN TWO STORIES IN HEIGHT REPORT IF AVAILABLE FOR PROJECT. LAPPING 48" MIND" WITH (24) 16d NAILS IN LAP. SHALL BE NOT LESS THAN 2X4 IN SIZE. FIRST FLOOR WALLS OF A THREE 15. PIPE MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, Bur NOT BE EMBEDDED 3. - TRUSS SHOP DRAWINGS SHALL MEET THE REQUIREMEWS OF SECTION 2303.4 OF ESSI STORY BUILDING OR CRIPPLE WALL AT A TWO STORY BUILDING SHALL 2. FOOTINGS SHALL BEAR'ON FIRM, UNDISTURBED NATURAL SOILS. THEREIN. 4. PROVIDE SOLID BLOCKING BETWEEN RAFTERS OR JOISTS AT ALL SUPPORTS. THE 2016 CBC. BE NOT LESS THAN 2X6 IN SIZE. 0 3. EXCAVATIONS SHALL BE CLEANED OF ALL DEBRIS. STANDING WATER SHALL BE 16. THE STRENGTH LEVEL OF THE CONCRETE 5. HOLES FOR BOLTS IN WOOD SHALL BE BORED OFTHE SAME NOMINAL DIAMETER 4. 2. UNLESS SUPPORTED LATERALLY BY ADEQUATE WING WILL BE CONSIDERED SATISFACTORY IF THE TRUSS SPACING AND LOADING TO BE AS SPECIFIED ON THE ROOF FRAMING PLAN, SS A7 ST, REMOVED. AVERAGE OF THE STRENGTH TESTS OF A GIVEN AREA OR PANEL EQUALS OR EXCEEDS AS THE BOLT.+ 1/16". SECTION 1607, AND TABLE 1607.1 OF THE 2016 CBC. ALLOWABLE HEIGHT FOR STUDS SHALL BE 101-0" THE SPECIFIED STRENGTH AT 28 DAYS WITH NO INDIVIDUAL STRENGTH TEST OF SUCH AN ANALYSIS. 4. FOUNDATIONS SHALL BE PLACED IN NEATLY CUT EXCAVATIONS. AREA OR PANEL LESS THAN 5% BELOW THAT SPECIFIED. CONCRETE THAT DOES NOT 6. LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE. 5. GABLE END TRUSSES SHALL BE DESIGNED FOR THE EFFECTS OF OUT-OF-PIANE MEET OR EXCEED THESE CRITERIA WILL BE REMOVED BY THE CONTRACTOR AND LOADS DUE TO WIND. AT A MINIMUM, NON-STRUCTURAL GABLE END TRUSSES No 256 3. STUDS SUPPORTING FLOORS AND CEILINGS OR RAFTERS SHALL BE SPACED 5. SILL BOLTS SHALL EXTEND 7" MINIMUM INTO CONCRETE. REPLACED WITH CONCRETE WHICH CONFORMS TO THESE CRITERIA. 7. ALL BOLTS SHALL BE PROVIDED WITH METAL WASHERS UNDER HEADS AND NUTS WHICH SHALL HAVE 2X4 GABLE STUDS @ 16" O.C. AS NOTED BELOW. PENVIIT # NOT MORE THAN 16"O.C. UNLESS NOTED OTHERWISE. (SECTION 23083.1, 2308.6.7.3 -CBC 2016) BEAR ON WOOD. APPLIES ALSO TO INSERTED EXPANDING FASTENERS, RED HEADS, ETC. EXP. ii�147 17, PROVIDE 3/4" CHAMHM AT ALL EXPOSED CORNERS. 2X4 STD. D.F.L, UP TO 78" LONG. BUTTE COUNTY DEVELOPMENT SERVICE 3 4. CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE 6. HOLDOWN ANCHOR BOLTS SHALL EXTEND INTO CONCRETE THE DISTANCE SPECIFIED WASHERS FOR WOOD TO WOOD CONNECTIONS TO BE AS FOLLOWS: 2X4 NO.2 D.F.L. 78" TO 96" LONG. STUDDING ABOVE WITH A MIN. LENGTH OF 14", OR SHALL BE FRAMED OF REVIEWED FOR BY THE HARDWARE MANUFACTURER. 18. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS GROOVES, ORNAMENTS CLIPS OR 2X4 NO. I D.F.L. 96" TO 124" LONG. SOLID BLOCKING. GROUNDS RE JIRED TO BE CAST IN CONCRETE, AND FOR LOCATIONS OF FLOOR FINISHES BOLT DIAMETER M.I. WASHER STEEL WASHER CODE COMPLIANCE DEW AND SLAB RESSIONS 2" 0 2 1/2" 0 x 1/4" 2"x 2" x 1/4" 6. STRUCTURAL GABLE END TRUSSES SHAL BE DESIGNED AS NOTED ABOVE WITH 5. IF FINGER JOINTED STUDS ARE USED, THEY MUST BE DOUGLAS FIR STRESS OUT-O&PLANE WIND LOADING. 5/8" 0 2 3/4" 0 x 5/16" 2 1/2" X 2 1/2" X 1/4" THE DIAGONAL WEBS BRACED FOR 6 RATED, UNLESS NOTED OTHERWISE. 19. CONCRETE SHALL NOT BE ALLOWED TO CURE IN TEMPERATURES LESS THAN 40 DEGREES 3/4" 0 3" 0 x 7/8" 3" x 3" x 5/16" 13Y &/, OF CAO FAHRENHEIT FOR THE FIRST THREE DAYS. 7/8" 0 3 1/2" 0 x 7/16" 31/2"x31/2"x3/8" 7. SHOP DRAWING PLACEMENT PLANS BRACING, AND ERECTION DETAIL TO BE 6. PROVIDE FIRE BLOCKING AT 10'-0" INTERVALS AND AT ALL FLOOR AND ill 0 CEILING LEVELS. 4" 0 x 1/2" 3 3/4" x 3 3/41' x 3/8" PROVIDED TO THE C6NTRACTOR BY THE fi�OSS MANUFACTURER. 20. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR COLD WEATHER 7. PROVIDE DOUBLE TRIMMERS AT ALL OPENINGS 8'-0" OR GREATER TYR CONCRETING WHERE REQUIRED. 8. ALL BOLT AND LAG SCREWS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION AND 8. ALL TRUSS MEMBERS TO BE 2X4 MINIMUM ALL LUMBER TO BE DOUGLAS FIR LARCH, 4/26/2017 U.N.O. RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. GRADE TO BE DETERMINED BY THETRUSS MANUFACTURER. HEM FIR IS NOT TO BE U 21. NO. 5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL BY USED IN THE FABRICATION OF THE TRUSSES UNLESS APPROVED BY THE PROJECT SHEET THE STRUCTURAL ENGINEER. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL 9. INSTALL ALL STRUCTURAL PLYWOOD ON ROOF AND FLOORS WITH FACE GRAIN ENGINEERPRIOR TO FABRICATION. TO STANDARD LAP SPLICE UNLESS OTHERWISE SHOWN. PERPENDICULAR TO SUPPORTS. 9. ALL HIP TRUSS SYSTEMS TO HAVE A MINIMUM 8'-O"SET BACK FROM EXTERIOR END FASTENERS IN PRESERVATTVE-TREATED WOOD ARE TO BE 22. ALL CONTINUOUS BARS OR DOWELS SHALL LAP 40 DIAMETERS. 10. ALL JOIST HANGERS, STRAPS, HOLDOWNS, CLIPS, ANCHORS ... TO BE SIMPSON STRONG -TIE WALL. SETBACKS LESS THAN 8'-0" ARE NOT ALLOWED. APPROVED SILICON BRONZE OR COPPER, STAINLESS STEEL OR OR EQUAL. HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER CRC R317.3.1 23. WELDING OF REBAR IS NOT PERMITTED UNLESS PROCEDURE APPROVED BY THE 11. ALL WOOD STRUCTURAL MEMBERS WHEN DESIGNED TO BE EXPOSED IN OUTDOOR S C STRUCTURAL ENGINEER. APPLICATIONS, SHALL BE WOOD OFNX RESISTANCE TO DECAY OR TREATED WOOD. 2016 CBC 2304.12.2.3 COVER SHEET 5q Ot JOB NO. 17114 T'j- 7­711 1-1:1'"' 7-77 1 1 T 1717" Beam Specifications Beam # Size Grade and Type Location Beam #1 4x12 Sel. Str. D.F.L.R d e i Beam 9 Beam #2 4x8 No. 2 D. F. L. Header for 5' S. G. D. APA RATED STANDARD NOTES AND SPECIFICATIONS 2016 CBC f 2016 CBC AutoCAD z Z w J SHEATHING 7 6 NAILING SILL PLATE 1 2 SOLE PLATE 3 I WIND APA RATED I AND A.B. FOUNDATION UND ON SPECIFICATI N O S FLOOR 00 JOIST. SPECIFICATIONS TRUSS ROOF SPECIFICATIONS CONVENTIONAL CEILING SPECIFICATIONS n 3/8 SHEATHING CONVENTIONAL ROOF SPECIFICATIONSa 2X P.T.D.F. SILL PLATE Sl8"0 X 12 • 0 26 0 # 365 # A ONE FACE .. ' FOOTING SIZE. .S4 t ALL JOIST TO BEO.C.. .T .0 YP U.N.O..N.O. C 6 1 O.C. P.L.F. ALL TO BE 4 O.C_ C TRUSSES 2 -TYPICAL. B ALL RAFTERS TO BE 24 O.C. -TYPICAL TYP a n ALL RAFTERS TO BE 24 O.C. -TYPICAL J w , M ii.'• DEPTH= • 18" N , LOADINGROOF LIVE LOAD 20 PSF 00 LOADINGRO F LIVE LOAD 20 PSF PIT.. N aLOAD PE WALL R d - 5 I /2 / N A LOADING FLOOR I1E LOAD 40 PSF 4 565 # C 3/8 SHEATHING _ 2X P.T.D.F. SILL PLATE 5/8"0 X 12 " " o 685 # .WIDTH_ 12n N 12"0.0 32^ O.C.o.C. �p .L.F. ROOF DEAD LOAD 14 PSF N ROOF DEAD LOAD 14 PSF Sd " 2 O.0 EDGE AND STANDARD NOTES AND SPECIFICATIONS 2016 CBC f 2016 CBC AutoCAD z Z w J MIN T' INTO CONC. AND PER SHEAR WALL SPECIFICATIONS. PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD 5022 Sunrise Blvd. STUD SIZE REQUIRED. INSTALL 2X7 4X HOLDOWN POST AT ENDS OF ALL SHEAR WALLS SIZE REQUIRED. SIZE REQUIRED. L PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD Fair Oaks CA 95628 REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40. ALL HANGERS, HOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON SIZE REQUIRED. ALL HANGERS, HOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON ALL HANGERS HOLDOWNS CLIPS AND STRAPS TO BE SIMPSON - STRONG -TIE G- S - 916 536-9585 „ STRONG TIE OR SILVER./ KANT SAG SILVER WITH REF. # N TIE OR SILVER / KANT SAG SILVER WITH REF. # STRONG -TIE OR SILVER / KANT-SAG SILVER WITH REF. # PAD FOOTINGS GREATER THAN 24 SQ. REQUIRE #4 BARS. @ 8 O.C. ' EACH WAY 3" CLEAR FROM THE BOTTOM OF THE FOOTING. MATCHING SIMPSON SPECIFICATIONS. ALL HANGERS, HOEDOWNS, CLIPS, AND STRAPS TO BE SIMPSON MATCHING SIMPSON SPECIFICATIONS. MATCHING SIMPSON SPECIFICATIONS. 916 5536-0260 fax STRONG -TIE OR SILVER / KANT-SAG SILVER WITH REF # DENOTES STRUCTURAL DETAILS DENOTES STRUCTURAL ALL HANGERS, HOLDOWNS, CLIPS, AND. STRAPS TO BE SIMPSON TAII. ON SHEET MATCHING SIMPSON SPECIFICATIONS. DETAILS ON SHEET DENOTES STRUCTURAL DETAILS ONSHEET LO STRONG-TIE OR SILVER / KANT-SAG SILVER WITH REF. #MATCHING SD. THRU SD... SD. THRU SD... LO SD.1 THRU SD... SIMPSON SPECIFICATIONS. DENOTES STRUCTURAL DETAILS ON SHEET Lr) DENOTES STRUCTURAL DETAILS ON SHEET SD.1 THRU SD... FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SDA THRU SD... FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SHEET SC -1. SHEET. SC -1. SHEET SC -1. FOR ADDITIONAL SPECIFICATIONS ATI AND TYPICAL DETAILS SEE � ITIS CONTRACTORS RESPONSIBILITY _ IT IS THE CONTRACTORS RESPONSIBILITY TO THE RE P NS ILTTY TO REVIEW IB REVIEW ALL OF IB RE IE ALL SHEETS S HEET C 1. T I IS THE CONTRAC ORS. P T RESPONSIBILITY TO REVIEW ALL OF L-0 OF THE NOTES AND TYPICAL DETAILS ON SHEET SC -1 SO THE NOTES AND TYPICAL DETAILS ON SHEET SC -1 S _ IT IS CONTRACTORS THE NOTE AND TYPICAL ON SHEET SC i HE ONTRA TORS RESPONSIBILTIY TO REVIEW ALL OF FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SHEET THAT THEY MAY BE INCORPORATED INTO THE SO THAT THEY MAY BE INCORPORATED INTO THE SO THATTHEY MAY BE INCORPORATED INTO THE THE NOTES TYPICAL DETAILS S S - AND TAIL ON HEFT SC -I ON C F C SC -1. CONSTRUCTION TION O THIS STRUCTURE. ' ONSTRUCTION OF THIS STRUCTURE. CONSTRUCTION OF THIS STRUCTURE. SO THAT THEY MAY BE INCORPORATED INTO TI TR T THE TI IS THE CONTRACTO R S RESPONSIBILITY TO REVIEW ALLO F THE CONSTRUCTION OF THIS STRUCTURE. NOTES AND TYPICAL T - DETAILS ON SHEET SC 1 SO THAT THEY MAY BE ! INCORPORATED INTO THE CONSTRUCTION OF THIS STRUCTURE. �, ALL GABLE STUDS LONGER THAN 6'-0" TO BE 2X4 # 1 &BTR. D.F.L.F IF STUDS ARE LONGER 10 -0 USE # THAN 2X6 2 D.F.L. STRUCTURAL - GABLE END TRUSSES WITH MORE THAN 6'-0" ON; THE VERTICAL f-- PROJECTION REQUIRE BRACES PER STRUCTURAL GABLE EN D p' r,. DETAIL ON SHEET SC -1. 2X BLOCKING AT RIDGE BETWEEN EACH TRUSS. E N N A d' c, W o, 0 0 c, F -1v A A I o I a, 0 0 a U 0 M 00 00 i PER PL H LD AN O OWN POST PERP AN 01 c L 2 6 BC 0 6 CBC SHEAR WALL SCHEDULE HOEDOWN HED 21 SC ULE pFR AT ANT � �. ' � � r � l �J r e1N 8 TYPE 9 SHEATHING 7 6 NAILING SILL PLATE 1 2 SOLE PLATE 3 , SEISMIC WIND APA RATED I AND A.B. FOUNDATION UND ON SPECIFICATI N O S FLOOR 00 JOIST. SPECIFICATIONS TRUSS ROOF SPECIFICATIONS CONVENTIONAL CEILING SPECIFICATIONS n 3/8 SHEATHING CONVENTIONAL ROOF SPECIFICATIONSa 2X P.T.D.F. SILL PLATE Sl8"0 X 12 • n 8 0 C. 0 16d R 26 0 # 365 # A ONE FACE .. ' FOOTING SIZE. O.C. t ALL JOIST TO BEO.C.. .T .0 YP U.N.O..N.O. C 6 1 O.C. P.L.F. ALL TO BE 4 O.C_ C TRUSSES 2 -TYPICAL. B ALL RAFTERS TO BE 24 O.C. -TYPICAL TYP 8d @ 4" O.C. EDGE AND n ALL RAFTERS TO BE 24 O.C. -TYPICAL J w , 80 3 # ii.'• DEPTH= • 18" ONE FA E 12*0.0 LOADINGROOF LIVE LOAD 20 PSF LTP4 16n O.C.P.L.F. LOADINGRO F LIVE LOAD 20 PSF PIT.. LOADINGROOF LIVE LOAD 20 PSF. aLOAD PE WALL R d - 5 I /2 / N A LOADING FLOOR I1E LOAD 40 PSF 4 565 # C 3/8 SHEATHING _ 2X P.T.D.F. SILL PLATE 5/8"0 X 12 " 16d 4O.C. 0 O a 685 # .WIDTH_ 12n ONE FACE 4 12"0.0 32^ O.C.o.C. ROOF DEAD LOAD 14 PSF .L.F. ROOF DEAD LOAD 14 PSF D ROOF DEAD LOAD 14 PSF Sd " 2 O.0 EDGE AND 3X ..D.F. SRI IIZ PLA SB" X.12" TFC. G EM 640 # : FLOOR DEAD LOAD 10 PSF ONEFACE _ 16^O.C. 10 O.0 DR LIN IV P.L.F.P.L.F. 0 , STEM_ ( ASD FOoNL fn PAB1 1,2 @ CEILING LIVE LOAD 10 PSF CEILINGLIVE LOAD 10 PSF 15/32 4B CEILING LIVE LOAD 10 PSF z 16d@2112"O.C. 770 # 107 # 7 ICE G ILIN DEAD LOAD 5 PSF SHEA G THIN EDGE AND PLA 518"0 X 12" T� Z ROWS ST GD. A BOLT PER ' ONE FA CE „ STEM AT GARAGE 8 @ 16^ O.C.. 0 4 8 fl R LTP @ O.0 P.L.F. CEILING. DEAD LOAD 7 SF P E O= CEILING IN DEAD LOAD 7 PSF IOd 2" O.C. @ CEILING DEAD LOAD 7 PSF E; - o 870 # 11217# ___\ HOLDOWN DURA C 0 TION INCREASE ASE 0% EDGE AND .. ws 2 ROWS TAGD. N ..•.. ^ 1 O.C. z 16"P.L.F. O.C. n OR LIN O C. P 6 @ PIR CEILING LIVE LOAD NON CONCURENT WITH 3/8" SHEATHING CEILING LIVE LOAD NON CONCURENT WITH 3X P:TJ3.F. SILL CEILING LIVE LOAD NON CONCUREN T WITH x ; 70 # SOIL BEARING S = ARIN PRE SURE 0 15 0 sf P :BOTH F CESPLATE, FLOOR SHEATHING TO BE 314 T & G OR 23 /32 APA RATED PLATE s18"0 12" ROOF LIVE LOAD. ROOF LIVE LOAD. .ROOF LIVE LOAD. c� - .-. o: i @s' O.0 OR LIN bnO.C.P.L.F. 32' LONG SHEATHING PANEL 4 n ID 8/24. NAIL 8d 6 Q.C. EDGE AND 8d @ 12n O.C. FIELD HNSTALL FACE. GRAIN PERPENDICULAR H DURATION INCREASE 2 to 5 8d 2" O.C. @ O 0 DURATION CREASE' IN 25 /o n 16d @ 4 O.C. DURATION INCREASE ' 0 D /o 25 r o , DESIGNED GNE PER R 2016 CBC MINIMUMS OR SOILS REPOT R EDGE AND "oP.L.F.`` lz .c. PLATE 5/8"0 X 12" PLATE, - 2 ROW G , S STA D n n .LF P.L.F. . o 4B 5 FIELD N OR LTP4 @ 6 O.0 PRO PROVIDED B . Y T FRAMING, AND A5 NOTED ON PLAN. 15/32" 4B, s ROOF SHEATHING BE 15 32 MIN. S THIN TO APA RATED SHEATHING. - 3X P.T.D.F. SILL ` n ROOF SHEATHING THING TOB 15/ E 32 MIN APA RATED SHEATHING. 1,540 # n ROOFS GTO BE 15/32 "MIN. SHEATHING i MIN. APA RATED SHEATHING. .. SHEATFIING EDGEAND - 12"0,C. PLATE 5/8"9X12" @ i6^ O.C.P.L.F. 2 ROWS STAGTI. n NAIL 8d 6 0 EDGE AND 8d 2 OC LD C E 1 FIE MINIMUM. @ @ N 8 6 O AIL d C EDGE AND 8d 12 OC FIELD MINIMUM. @ @ 8 NAIL, 8d 6 OC EDGE 8d 12 OC FIELD IVB. @ @ OR LTP4 6 O.C. @ J NAIL FLOOR SHEATHING AT ALLDRAGJOIS WITH 8d T TH 6 O.C. @ IOd 2" O.C. L PANE ID 32/16. FACE G PERPENDICULAR CULAR TO FRAMING _O n 6d 4 O.C. "@4"0' @ PANEL ID 32/16. FACE GRAIN PERPENDICULAR T FRAMING, 2,434 # PANEL ID 32/16. FACE GRAIN PERPENDICULAR TO FRAMING SHEATHING EDGE AND PLATE, 5/8.0 X 12" Z ROWS STAG 1) () TYP . U.N.O. :AND AS NOTED ON PLAN.AND BOTH FACES AS NOTED ONPLAN @ 16" o:c: AND AS NOTED ON LAN ' ' P.L.F. NOTES 1) 2 ANCHORS MINIMUM PER SHEAR WALL. 3" X 3" X 1/4" STEEL WASHERS REQUIRED AT ALL ANCHOR BOLTS USED IN SHEAR WALLS. WASHER EDGE SHALL BE WITHIN 1/2" OF SHEATHING SLOTTED WASHERS AREPERMTTTED. 2) SILL PLATE ANCHORED TO CONCRETE. 3) TYPICAL 2X SOLE PLATE ON TOP OF SUBFLOOFL APPLIES TO RAISED FLOOR FOUNDATION AND UPPER FLOORS ONLY. 4) 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR BLSTUDS W/ 16d @3" O.C. 4A) 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR DBL: STUDS W/ 16d @ 4" O.C. 4B 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES. S) WHERE PANELS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES O.C. ON EITHER SID ,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3 -INCH NOMINAL OR THICKER AT O FOR NAILING NOT SHOWN, SEE NAILING SCHEDULE ULE ON SHEET 6 GALVANIZED NAILS SHALL BE HOT DIPPED ORTUMB LED. FOR G NOT S _ O NAIL,IN O SHOWN, SEE NAILING SCHEDULE SHEET SC 1 > 8) ALL SHEAR WALL VALUES ARE BASED ON 16" O.C. STUD SPACING. _ FOR NAILING NOT SHOWN SEE NAILING SCHEDULE SHEET SC -I > DOUGLAS FIR LARCH. FOR NAILING N S _ AIL NOT SHOWN, .SEE NAILING SCHEDULE SHEET SC 1 , CMST12 9 8 SC -1 O R TABLE 2 410. 30 . 1 2016 CBC. > 34 OR TABLE 2, 0 .10.1 2016 CBC. > OR ABL 23 4. TABLE 0 10.1 2016 CBC. STRAP OR TABLE 2304.10.1 2016 CBC. N/A 8 16d REPOR #. 9,215# FL00 IST MANUFACTURER TO SUPPLY LICENSED, AILROOF SHEATHING DRAG WITH 8d 6O.C ..SLAB ' AT CEILING JOIST NOT PARALLEL WITH SPAN NAIL ROOF SHEATHING AT ALL DRAG RAFTERS WITH d@ 6 O.C.O C k 1 SINGLE POUR DEEPEN /WIDEN FOOTINGOUND PAB C AR ANCHOR .. 3) N/A ENGINEERED, SEALED DRAWINGS TO THE PROJECT ENGEER AND EXTEND 4'-6" PAST EACH END. TYP: U..O. AND EXTEND 5'-6" PAST EACH END. PROVIDE WALL TIES @ 48nOO O.C.C(J.N.O.) FOOTING UNDER SHEARWALL AND EXTEND T-0" PAST EACH END. TYP: U.N.O. ; r 9) CONNECT (2) 2X HOLDOWN STUDS TOGETHER WITH (24) 16d SINKER NAILS MIN. 10) ALL NAILS TO BE COMMON WIRE UNLESS NOTED OTHERWISE. 11) ALL SCREWS TO BE SIMPSON SDS 1/4" X 2 1/2". HOLDOWN MAY BE RAISED OFF AGEMENT.:.. PRIOR TO JOIST PLACEMENT. 12) ALL HOLDOWN POST AND SILL PLATES TO BE DOUGLAS FIR LARCH. ROOF DESIGNED FOR TILE LOADS10 PSF ( MAX) ISSUE DATE-' ROOF DESIGNED FOR TILE LOADS (IO PSF MA)C). ROOF DESIGNED FOR TILE LOADS 10 PSF M , 2500 PSI DESIGN MIX MINIMUM USE 1 #/4 BAR TOP B IN O & OTTOM ALL HOLDOWN OL OWN B ULT.. DETAIL DO NOT CUT OR MODIFY ANY FLOG R JOIST WITHOUT WRITTEN 4/26/2017 HOLDWN P ST O O CONTINUOUS FOOTINGS AND AS NOTED AT SPECIAL LOADS. SEE PLAN R S FOR SHEAR CONSENT OF THE JOIST MANUFACTURER AND PROJECT SEE HOLDOWN SCHEDULE TRUSS MANUFACTURER O SUPPLY USS DRAWINGS T TR WIN AND PROVIDE STRONGBACK AT CEILING JOIST MIDSPAN. PROVIDE STRONGBACK AT CEILING JOIST MIDSPAN. I- ALL DEPTH DIMENSIONS ARE INTO UNDISTURBED SOIL BELOW ENGINEER. G LAYOUTS TO THE PROJECT ENGINEER AND BUILDING SEE DETAIL SHEETS. SEE DETAIL SHEETS. ADJACENT GRADE AND / OR ANY FILL. DEPARTMENT PRIOR TO CONSTRUCTION AS PART OF SIZE LOCATIONS _ DOUBLE TOP PLATE, MIN. "48"SPLICES. NAIL WITH 12 -16d NAILS ( ) DEFERRED SUBMITTAL PER SECTION 107.3.4.1,2016 CBC. fl DOUBLE TOP PLATE, MIN. 4$" SPLICES. NAIL WTIH 12 -16d NAILS ( ) n DOUBLE TOP PLATE, MIN. 48 SPLICES. NAIL WITH (12)-16d NAILS _ MAINTAIN MIN. 8 BETWEEN WOOD AND EARTH AROUND BUILDING. EACH SIDE OF LAP. EACH SIDE OF LAP: HDU HOEDOWN EACH .SIDE OF LAP. DOUBLE TOP PLATE, MIN. 48 SPLICES. NAIL WITH (12)-16d NAILS PER PLAN ALL HEADERS E E AND BEAMS TO BE AS SPECIFIED ON THIS SHEET, EACH SIDE OF LAP. f I ALL ADE HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS SHEET, ALL ERS S O HEAD AND BEAM. T BE AS SPECIFIED ON THIS SHEET, OBSERVATION OF SITE PREPARATION, GRADING, PLACEMENT AND INTERIOR NON BEARING HEADERS TO BE 4X4 OR HOLDOWN INTERIOR NON BEARING HEADERS TO BE 4X4 OR INTERIOR NON BEARING HEADERS TO BE 4X4 OR - COMPACTION OF FILL OPERATIONS BY THE GEOTECHNICAL DBL. 2X4 N0.2 D.F.L. ALL HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS SHEET POST PER PLAN DBL. 2X4 N0:2 D.F.L: DBL. 2X4N0.2 D.F.L. _.. _ s I, ENGINEER, FLOOR JOIST INTERIOR NON BEARING HEADERS TO BE 4X4 OR ALL -THREAD I ALL NAILS TOE COMMON WIRE NAILS NOTED DBL 2X4 N0.2 D.F.L.DFL PER PLAN ALL NAILS TO BE COMMON WIRE NAILS UNLESS NOTED ALL NAILS TO BE COMMON WIRE NAILS UNLESS NOTED PROVIDE 5/8 DIA. X 10 ANCHOR BOLTS AND 3X3 Xl/4 PLATE OTHERWISE. OTHERWISE. OTHERWISE. .COUPLER 1 WASHERS AT PRESSURE TREATED SILL PLATE. MIN. 2 -BOLTS PER SILL ALL NAILS TO BE COMMON WIRE NAILS UNLESS NOTED Sacramento Offs t Office „ .AND 1 BOLT WITHIN 12 OF END OF SILL. MAX. 6' O.C. BOLT SPACING. INSTALL 2X / 4X HOLDOWNPOST AT ENDS OF ALL SHEAR WALLS OTHERWISE.. INSTALL 2X / 4X HOEDOWN POST AT ENDS. OF ALL SHEAR WALLS INSTALL 2X / 4X HOEDOWN POST AT ENDS OF ALL SHEAR WALLS MIN T' INTO CONC. AND PER SHEAR WALL SPECIFICATIONS. PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD 5022 Sunrise Blvd. STUD SIZE REQUIRED. INSTALL 2X7 4X HOLDOWN POST AT ENDS OF ALL SHEAR WALLS SIZE REQUIRED. SIZE REQUIRED. L PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN STUD Fair Oaks CA 95628 REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40. ALL HANGERS, HOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON SIZE REQUIRED. ALL HANGERS, HOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON ALL HANGERS HOLDOWNS CLIPS AND STRAPS TO BE SIMPSON - STRONG -TIE G- S - 916 536-9585 „ STRONG TIE OR SILVER./ KANT SAG SILVER WITH REF. # N TIE OR SILVER / KANT SAG SILVER WITH REF. # STRONG -TIE OR SILVER / KANT-SAG SILVER WITH REF. # PAD FOOTINGS GREATER THAN 24 SQ. REQUIRE #4 BARS. @ 8 O.C. ' EACH WAY 3" CLEAR FROM THE BOTTOM OF THE FOOTING. MATCHING SIMPSON SPECIFICATIONS. ALL HANGERS, HOEDOWNS, CLIPS, AND STRAPS TO BE SIMPSON MATCHING SIMPSON SPECIFICATIONS. MATCHING SIMPSON SPECIFICATIONS. 916 5536-0260 fax STRONG -TIE OR SILVER / KANT-SAG SILVER WITH REF # DENOTES STRUCTURAL DETAILS DENOTES STRUCTURAL ALL HANGERS, HOLDOWNS, CLIPS, AND. STRAPS TO BE SIMPSON TAII. ON SHEET MATCHING SIMPSON SPECIFICATIONS. DETAILS ON SHEET DENOTES STRUCTURAL DETAILS ONSHEET LO STRONG-TIE OR SILVER / KANT-SAG SILVER WITH REF. #MATCHING SD. THRU SD... SD. THRU SD... LO SD.1 THRU SD... SIMPSON SPECIFICATIONS. DENOTES STRUCTURAL DETAILS ON SHEET Lr) DENOTES STRUCTURAL DETAILS ON SHEET SD.1 THRU SD... FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SDA THRU SD... FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SHEET SC -1. SHEET. SC -1. SHEET SC -1. FOR ADDITIONAL SPECIFICATIONS ATI AND TYPICAL DETAILS SEE � ITIS CONTRACTORS RESPONSIBILITY _ IT IS THE CONTRACTORS RESPONSIBILITY TO THE RE P NS ILTTY TO REVIEW IB REVIEW ALL OF IB RE IE ALL SHEETS S HEET C 1. T I IS THE CONTRAC ORS. P T RESPONSIBILITY TO REVIEW ALL OF L-0 OF THE NOTES AND TYPICAL DETAILS ON SHEET SC -1 SO THE NOTES AND TYPICAL DETAILS ON SHEET SC -1 S _ IT IS CONTRACTORS THE NOTE AND TYPICAL ON SHEET SC i HE ONTRA TORS RESPONSIBILTIY TO REVIEW ALL OF FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE SHEET THAT THEY MAY BE INCORPORATED INTO THE SO THAT THEY MAY BE INCORPORATED INTO THE SO THATTHEY MAY BE INCORPORATED INTO THE THE NOTES TYPICAL DETAILS S S - AND TAIL ON HEFT SC -I ON C F C SC -1. CONSTRUCTION TION O THIS STRUCTURE. ' ONSTRUCTION OF THIS STRUCTURE. CONSTRUCTION OF THIS STRUCTURE. SO THAT THEY MAY BE INCORPORATED INTO TI TR T THE TI IS THE CONTRACTO R S RESPONSIBILITY TO REVIEW ALLO F THE CONSTRUCTION OF THIS STRUCTURE. NOTES AND TYPICAL T - DETAILS ON SHEET SC 1 SO THAT THEY MAY BE ! INCORPORATED INTO THE CONSTRUCTION OF THIS STRUCTURE. �, ALL GABLE STUDS LONGER THAN 6'-0" TO BE 2X4 # 1 &BTR. D.F.L.F IF STUDS ARE LONGER 10 -0 USE # THAN 2X6 2 D.F.L. STRUCTURAL - GABLE END TRUSSES WITH MORE THAN 6'-0" ON; THE VERTICAL f-- PROJECTION REQUIRE BRACES PER STRUCTURAL GABLE EN D p' r,. DETAIL ON SHEET SC -1. 2X BLOCKING AT RIDGE BETWEEN EACH TRUSS. E N N A d' c, W o, 0 0 c, F -1v A A I o I a, 0 0 a U 0 M 00 00 i PER PL H LD AN O OWN POST PERP AN 01 c L 2 6 BC 0 6 CBC SHEAR WALL SCHEDULE HOEDOWN HED 21 SC ULE pFR AT ANT � �. ' � � r � l �J r e1N 8 TYPE 9 SHEATHING 7 6 NAILING SILL PLATE 1 2 SOLE PLATE 3 , SEISMIC WIND APA RATED POST 912 AND A.B. CONNECT TO RIM CAPACITY CAPACITY A n 3/8 SHEATHING 8d 6" O.C. EDGE AND 2X P.T.D.F. SILL PLATE Sl8"0 X 12 • n 8 0 C. 0 16d R 26 0 # 365 # A ONE FACE iIro.c.as" O.C. L TP4 @ 24' O.C. P.L.F. P.L.F. B 3/8 SHEATHING 8d @ 4" O.C. EDGE AND 2X P.T F. SILL D PLATE 5/8"0 X 12 " 16d C� 6 O.C. OR 80 3 # 532# ONE FA E 12*0.0 @ 8o.c LTP4 16n O.C.P.L.F. PIT.. B 4A PE WALL R d - 5 I /2 / N A N/ A 4 565 # C 3/8 SHEATHING 8d . 3" O.C. EDGE AND 2X P.T.D.F. SILL PLATE 5/8"0 X 12 " 16d 4O.C. 0 O 490 # 685 # ONE FACE 4 12"0.0 32^ O.C.o.C. LTP4 14 O.C. .L.F. PLF. L F D 3/8 SHEATHIlV Sd " 2 O.0 EDGE AND 3X ..D.F. SRI IIZ PLA SB" X.12" TFC. G 16d 4 O.C. , ROWS SIA D (2) G. 640 # 895 ONEFACE i2 "o:C. 16^O.C. 10 O.0 DR LIN IV P.L.F.P.L.F. 46 PAB1 1,2 @ E 15/32 4B IOd 2"O.C." @ 3 .,S xPTJ)F ILL 16d@2112"O.C. 770 # 107 # 7 SHEA G THIN EDGE AND PLA 518"0 X 12" T� Z ROWS ST GD. A BOLT PER ' ONE FA CE 12'0.0 @ 16^ O.C.. 0 4 8 fl R LTP @ O.0 P.L.F. P.L.F. E O= n 46 1 9132 IOd 2" O.C. @ 3X P.TD.F. SILL. 16d 4" O.C. @ 870 # 11217# ___\ HOLDOWN SHEATHING EDGE AND TE, PLA 5/8"0 X 12" ws 2 ROWS TAGD. 0 ONE FACE ^ 1 O.C. z 16"P.L.F. O.C. n OR LIN O C. P 6 @ PIR G 3/8" SHEATHING 8d @ 3" O.C. 3X P:TJ3.F. SILL 16d 4" o.C: 980 # 70 # :BOTH F CESPLATE, EDGE AND PLATE s18"0 12" 2 Rows sTAGD... 46512^o.c. (1) 2X 8 i @s' O.0 OR LIN bnO.C.P.L.F. 32' LONG PLF . H n 3/8 SHEATHING 8d 2" O.C. @ X P.T.D.F. SILL 3 s n 16d @ 4 O.C. 1,280# 1,790# 0 B TH FACES EDGE AND "oP.L.F.`` lz .c. PLATE 5/8"0 X 12" PLATE, - 2 ROW G , S STA D n , P .LF P.L.F. . o 4B 5 FIELD N OR LTP4 @ 6 O.0 I 15/32" 4B, s 10d @ z" O.C. - 3X P.T.D.F. SILL ` 16d@ 4" O.C. 1,540 # 2,154 # PER PLA N SHEATFIING EDGEAND - 12"0,C. PLATE 5/8"9X12" @ i6^ O.C.P.L.F. 2 ROWS STAGTI. n P.L.F. BOTH FACES B 8 F ' D OR LTP4 6 O.C. @ J n 4B s 19/32. IOd 2" O.C. 3X P.TD.F. SILI, n 6d 4 O.C. "@4"0' @ 1,740 # 2,434 # SHEATHING EDGE AND PLATE, 5/8.0 X 12" Z ROWS STAG 1) () 7 BOTH FACES 12" o.C: @ 16" o:c: x OR LTP4 , 6 O.0 P.L.F. P.L.F. NOTES 1) 2 ANCHORS MINIMUM PER SHEAR WALL. 3" X 3" X 1/4" STEEL WASHERS REQUIRED AT ALL ANCHOR BOLTS USED IN SHEAR WALLS. WASHER EDGE SHALL BE WITHIN 1/2" OF SHEATHING SLOTTED WASHERS AREPERMTTTED. 2) SILL PLATE ANCHORED TO CONCRETE. 3) TYPICAL 2X SOLE PLATE ON TOP OF SUBFLOOFL APPLIES TO RAISED FLOOR FOUNDATION AND UPPER FLOORS ONLY. 4) 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR BLSTUDS W/ 16d @3" O.C. 4A) 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR DBL: STUDS W/ 16d @ 4" O.C. 4B 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES. S) WHERE PANELS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES O.C. ON EITHER SID ,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3 -INCH NOMINAL OR THICKER AT ADJOINING PANEL EDGES AND NAILS ON EACH SIDE SHALL BE STAGGERED. 6 GALVANIZED NAILS SHALL BE HOT DIPPED ORTUMB LED. 7) FRAMING MEMBERS OR BLOCKING REQUIRED AT ALL PANEL EDGES IN SHEAR WALL: 8) ALL SHEAR WALL VALUES ARE BASED ON 16" O.C. STUD SPACING. 9) ALL FRAMING MEMBERS USED IN THE CONSTRUCTION OF SHEAR WALL TO BE DOUGLAS FIR LARCH. TYPE :HOEDOWN MIN. RE Q 'D. REQUIRED Q REQUIRED Q REQUIRED Q CAPACITY POST 912 BOLT NAILS 10 LENGTH C I 111 2 2X PABS 2 - HOEDOWN A HD U2-SDS2.5 PER WALL d - 5 l/2 Te N/A N/ A 5 3 07 # 00 111.0 THIC KNESS F = 81/z PL AN ' o 11(2) ZX PABS , I 2 B HD SDS . U4- 2 S PE WALL R d - 5 I /2 / N A N/ A 4 565 # THICKNESS _e ----- _ F 81/2 411PA (z) zx __ 1, 2, BS _ _ w C HDUS-SDS2.5 PER WALL _ de 51/2" NIA N/A 5,645 # THICKNESS ---- --- F-81/2"- 5 11 PAB1 1,2 D O HDU8-SDS2.5 4X6 x d = 81/2 e N/A N/A 7 10 # 8 - F - 13" BOLT PER v SCHEDULE PAB8 6 E O= U11-SDs2 HD .5 4 X6 d �- Tf e NIA NIA 5 9 53 # ___\ HOLDOWN > F IS 11 PAB8 6 F O HDU14-SDS2.5 4 8 OR X 6X6 d _ 10 e N/A N/A 14445 # - F IS CS16 7 (1) 2X 8 'e (26) 8d 32' LONG D D O G STRAP PER WALL N/A OR PLUS CLEAR 1705, # THICKNESS D D.15 D D 22 0 () 1d SPAN © � o' D o MSTC40 ' 7 (2) 2X 8 N 3 16d (O H O S TRAP PER WALL N IA S IPII;EKERS 4 0 LONG 3,080 # ' PER PLA N " THICKNESS , r....� MSTC52 7 8 F ' D (48)16d I STRAP..:... 4X4 N/ A SINKERS r, 52 LONG 4,620 # 7 MSTC66 8 (68)16d 7 STRAP 4X4 NIA .SINKERS 66 LONG 5,860# CMST14 7 8 60" LONG K STRAP ' 4X4 NIA 66 PLUS CLEAR 6,490 # SPAN CMST12 9 8 R• 78n LONG L O STRAP _ 4X6 N/A 8 16d PLUS CLEAR 9,215# ..SLAB ' CURB/STEMWALL SPAN NOTES 1 SINGLE POUR DEEPEN /WIDEN FOOTINGOUND PAB C AR ANCHOR 2) TWO POUR. AS SPECIFIED ON HOEDOWN SCHEDULE (de & F) 3) N/A 4) PROVIDE (2) #4 TOP AND BOTTOM AT FOOTING UNDER SHEARWALL AND EXTEND 4'-6" PAST EACH END. 5) PROVIDE (2) #4 TOP AND BOTTOM AT FOOTING UNDER SHEARWALL AND EXTEND 5'-6" PAST EACH END. 6) DBL. NUT AND STEEL PLATE PER DETAIL 52. PROVIDE (2) #4 TOP AND BOTTOM AT FOOTING UNDER SHEARWALL AND EXTEND T-0" PAST EACH END. 7) .CENTERLINE OF STRAP TO BE CENTER OF RIM JOIST. MAXIMUM CLEAR SPAN TO BE 16". 8) MINIMUM POST REQUIRED TO BE INSTALLED IN UPPER AND LOWER WALL FRAMING. 9) CONNECT (2) 2X HOLDOWN STUDS TOGETHER WITH (24) 16d SINKER NAILS MIN. 10) ALL NAILS TO BE COMMON WIRE UNLESS NOTED OTHERWISE. 11) ALL SCREWS TO BE SIMPSON SDS 1/4" X 2 1/2". HOLDOWN MAY BE RAISED OFF THE SILL WITH NO REDUCTION IN LOAD. 12) ALL HOLDOWN POST AND SILL PLATES TO BE DOUGLAS FIR LARCH. I 71 T I i I I t; I�� HOLDOWN w 00 1`� C I POS T PER - HOEDOWN O 00 111.0 PL AN ' o PER PLAN o 01 00 O l h "r1 (T 00 p HOLD O WN PER PLAN PAB ANCHOR �►- ^ V1 w BOLT PER PAB ANCHOR H R HOLDOWN DOWN p BOLT PER SCHEDULE 0 ___\ HOLDOWN > SCHEDULE , 'e d D D O d '. G e D D.15 D D D o 0 ; © � o' D o N ? � . . - PER PLAN F PER PLA N , r....� F ' D p - R• 2F MIN. 10 2F MIN. - ENGINEER: ..SLAB ' CURB/STEMWALL DRAWN BY: - CHECKED BY: "de" , n SEE HOLDOWN SCHEDULE FOR AND 'F ISSUE DATE-' 53 PAB HOLDOWN OL OWN B ULT.. DETAIL 4/26/2017 HOLDWN P ST O O SEE PLAN R S FOR SHEAR SEE HOLDOWN SCHEDULE REVISIONS: EVI IONS. PER PLAN AND SILL PLATE FOR n d en ANn ,r �I 0 oWALL ea SIZE LOCATIONS _ P.T. S P T ILL PLATE . fl _ HDU HOEDOWN PER PLAN f I HOLDOWN POST PER PLAN I, FLOOR JOIST ALL -THREAD PER PLAN .COUPLER 1 HDU HOEDOWN r _ ._ PER PLAN 8" STEM QROFESS /p 00 00 PAB PER( (E) FLOOR 5/8 O ALL THREAD HOLDOWN' 1 '<_> JOIST La I 71 T I i I I t; I�� J �i Z 0 Z w J H U U J W W S U ZWZ Q a O Z 0 N Y a O U I h-- --- _._ I I; I '77I P I 'I I I I I I I I 1 I I I I II : 7( I I I �I „I1I ry I -777 TO TEG N NO. LEARP I PRINTED O 24X98' c I 7T --r s i ,I I I r I i i u, I I i �I A i I i I i I , I I i i I I r. i I yI`