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B17-0287 055-490-002 (2)
uTrf. Butte County Department of Development Services FORM NO PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecountw.net/dds PLAN CHANGE, RECHECK, OR RETURN Owner's Name: zi5� Contact Person Name: Contact email: q, Contact Phone Number: Date Submitted: ®Z�7 Permit Number: 17 05 -S' -Assessor's Parcel Number: OW O. (Do Z_ ?] COMPLETE SET OF PLANS' ❑ PARTIAL SET OR PAGES OF PLANS_ (LIST PAGES BELOW) Please check any that apply: rResponse to Plan Check Letter? o Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? 11Other: LIST OF ITEMS SUBMITTED 1. •2 APR 1.02017 DEMOPMENP SUV= Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner "will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- 06_Plan Change_Form_REV'D_8.13.14_AKMAoc Page 1 of I ki Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Office (530) 538-7785 Fax ►www. buttecou n ty_n et March 23, 2017 Matthew D Thompson 7308 Pentz Rd Paradise, CA 95969 Assessor Parcel Number: 055-490-002 Building Permit Number: B17-0287 Plan Check #1 Description: Detached Garage with Bathroom and Carport Occupancy Classification: U Construction Type: V -B Stories: 1 Fire Sprinklers: No Building Total Area: U @ 1,800 Sq Ft Covered Area: 480 Sq Ft Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval -of this project. Please provide two revised plan sets with your response. GENERAL COMMENTS: 1. Please contact the Butte County Fire Department to determine their requirements for the proposed structure. Butte County Fire is located at 176 Nelson Avenue, Oroville, Ca. and their phone number is 530-538-7888. 2. Please specify erosion control measures on the site plan. See attached erosion control handout. ARCHITECTURAL COMMENTS: 3. Amend the plans to indicate that glazing in the following locations to be tempered. C.R.C. Section R308.4. A. In all fixed and operable panels of swinging, slidingand bifold.doors. C.R. C. Section R308.4.1. B. In an individual fixed or operable panel adjacent to a door where the bottom edge of the glazing is less than 60 inches above the floor or walking surface and it meets eithe'of the following: C.R.C. Section 308.4.2 .5 e� Nv r� '� Adki i"�-r�, *-gym °' �� e > 1. The glazing is within 24 inches of either side of the door in the plane of the door in a closed position. 2. The glazing in on a wall perpendicular, to the plane of the door in a closed position and within 24 inches of the hinge side of an in -swinging -door. C. Glazing in an individual fixed or operable panel that meets all of the following conditions. C.R.C. Section R308.4.3. 1. The exposed area of an individual pane is larger than 9 square feet; and 2. The bottom edge of the glazing is less than 18 inches above the floor; and 3. The top edge of the glazing more than 36 inches above the floor; and 4. One or more walking surfaces are within 36 inches, measured horizontally and in a straight line, of the glazing. .. f Amend the plans to indicate that the area of floor used for parking of automobiles or other vehicles shall be ' sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. C.R.C. Section R309.1. S /V ;vT�S i TLS cr ! pZ_4v Y.Amendthe plans to note that automatic garage door openers shall be listed in accordance with U.L.325. C.R.C. Section 3TA. (Health and afety Code Sections 19890 and 19891) . 44 ow E(atc-M Amend the plans to provide a landing or floor on each side of each exterior door. C.R.C. Section R31 I.3. It shall comply with the following: — -F4cho r. P4 IJ / Stin 1-v ra e, A. Width of landing shall not be less than the door served. B. Every landing shall have a minimum dimension of 36 inches measured in the direction of travel. C. Exterior landing shall have a slope not to exceed V4 unit vertical in 12 horizontal. (2%) Add a note on the plans that lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 ipches within the first 10 feet, 5%. C.R.C. Section R401.3. t� �v X. Provide a note on the plans that approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall comply with AAMA 711. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 714. The flashing shall extend to the surface of the exterior wall finish: C.R.C. Section R703.4.� 6Vo vtE �ADe,� Se -r- an attic access. Minimum size 22 inches by 30 inches C.R.C. Section R807. L Specify interior wall covering, or if none will be provided. S.« ELECTRICAL COMMENTS Amend the plans to show that all 125 -volt, single-phase, 15 & 20 -ampere receptacles in the garage,. bathroom, carport, and outside shall have (GFCI) ground -fault circuit -interrupter protection for persQnoel. C.E.C. Article 210.8(A). 'tie, C' P 1 -:i --b <J,-5 CAA A -"v P` If no interior wall covering will be provided, add a note electrical shall be protected up to 6'. f `Drq wml Pcrrr- AODM Tv ;F4,viL4^� j Amend the plans to show the location of the, electrical sub -panel and disconnects. 3& 6 -- Parva, "pep `ti C-4 --e- . 1 L,,,t/ Electrical panel and sub -panels grounding shall comply 2016 CEC Article 250-32. Provide separate grounding wire to each panel fr�m main electrical service entrance panel. j5 Note on the plans that all luminaries located in wet locations shall be marked, "suitable for wet locations" and all luminaries located in damp locations shall be marked, "suitable for damp locations." CEC Article 410.10(A) /10 fJ'rw v , N'* -V 16. Amend the plans to provide a note that on the panel board(s) shall be provided with a circuit directory or circuit identification. C.E.C. Article 408.3(f . Every circuit and circuit modification shall be legibly identified as to its clear, evident, and specific purpose or use. The identification shall include an approved degree of detail that allows each circuit to be distinguished from all others. Spare positions that contain unused overcurrent devices or switches shall be described accordingly. The identification shall be included in a circuit directory that is located on the face or inside of the panel door in the case of a panelboard and at each switch or circuit breaker in a switchboard or switchgear. No circuit shall be described in a manner that depends on transient conditions of occupancy. L. A A, - ENERGY ENERGY COMMENTS 17. Indicate on the plans that all luminaries installed in residential construction must qualify as "high efficacy luminaires in accordance with Table 150.0-A. 2016 California Energy Code, Section 150.0(k). 18. Note on the plans that all lighting control devices and systems, ballasts, and luminaries must meet the applicable requirements of Section 110.9. Vacancy sensors required in bathroom and in the garage. 19. At outdoor lighting, amend the plans to show all lights permanently mounted to the residential building or to other buildings on the same lot are to be A. High efficacy luminaries and B. Controlled by a manual on and off switch and 1. Controlled by a photocell and motion sensor, or 2. Photo control, or 3. Astronomical time clock, or 4. Energy management control system (EMCS). CALGREEN COMMENTS Specify the water use maximum flow rate per CalGreen Sectio 4.30& LGrrJb� L P0,16�D� 2 otiu /f� �G. N� �$ � • �" 1. Please provide a Construction Waste Management form. CalGreen Section 4.408. Please submit a (2016 CalGreen) Residential Mandatory Measures Check list. 23. Please provide a plan that is implemented to manage storm water drainage during construction. CalGreen Section 4.106.2. (Show on the Site plan the proposed design.) 24. Please comply with the requirements of 2016 CRC Section R337, Materials and Construction Methods for Exterior Wildfire Exposure. See,V0 i S 100 %ti f, http://osfm.fire.ca.gov/strucfireengineer/strucfireengineer bml ;fid �Lc— tc TjVC:6CA" (click Current SFMListings for a list of approved materials). ' A Please specify exterior glazing in accordance with CRC Section R337.8. One pane of window shall also be tempered. ?A. 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 materials or be constructed of solid core wood 1-3/8" thick or have a fire -resistive rating of not less than 20 -minutes.) ?;%% Please specify the gutters are of type to prevent accumulation of leaves and debris. CRC R337.5.4 A—D - eO Tv STRUCTURAL COMMENTS: None 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. Efrain Ruvalcaba Philo Hunt, P.E. Plans Examiner Plan Check Engineer (530) 538-2875 (530) 538-2130 cruvalcaba64buttecounty.net phunt@buttecounty.net Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director j ® 0 7 County Center Drive T: 530.538.7601 i Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 'i DEVELOPMENT SERVICES 1 i :. PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0287 Owner's Name: JUSTIN STEELE Assessor's Parcel Number: 055-490-002' Date of Application: 2/23/2017 Square Footage Verification At Application: Change To: Living Area 0 Garage Area 1800 Covered Area i Area 0 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director j ® 0 7 County Center Drive T: 530.538.7601 i Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 'i DEVELOPMENT SERVICES 1 i :. PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0287 Owner's Name: JUSTIN STEELE Assessor's Parcel Number: 055-490-002' Date of Application: 2/23/2017 Square Footage Verification No Change: NOTES: Verified By: �Date:---?- /D - j (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 0 Garage Area 1800 Covered Area 480 Area 0 No Change: NOTES: Verified By: �Date:---?- /D - j (Plan Check Signature) Confirmed TRAKiT Updated by: Date: AI Opp.. \� �!�ANCHO -- February 15, 2017 4 Butte County Building Department _ 7 County Center Drive Oroville CA 95965 Re: Steele Shop 4795 Salmon Dr. Paradise, CA Attn: Building Official I have reviewed the attached truss designs provided by Meeks. 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 feel free to contact me at the number below. Thank you, J I Y Jarrod Holliday, P.E. Civil, Structural, Septic Design BUTTE COUNTY 'BUILDING DIVISION APPROVED 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com • �,, _ r 1045 Twin View Blvd. Redding, CA 96003 r v y f` (530) 244=6335 .(530) 244-1890 fax L ` 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.G , ANSI NATIONAL STANDARDS, LATEST ` REVISION ; INSPECTED BY: ' , • • ,w .ENGINEERED BY: 5„ NATIONAL INSPECTION ASSOCIATION,`INC. , "MITEK'USA INC. Quality Systems Management / National Testing,%, - , 250 KLUG CIR P.O. Box 3426 •Corona, CA 92880 Gillette, WY 8271.7-3426. ` 3 _ (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax "._ JOB NAME - 30x60 garage JOB # " ` 160810 PF t BUTTE COUNTY DEVELOPMENT SERVICES LOCATION: _ 'Paradise -CA REVIEWED FOR .. - r r• r •+ • ,..t t�. h. a •V® E COM PLII"—YN CUSTOMER: Matt Thompson DATE Z 1 BY ,... '� it t .i'cl r1i_ .. Y ' . ,. ^• J ■. � ft. '�r .. t' � F .a !.+(. t•`�^. ` r ,j r fi � + .•ate I t,' ^J • �,, _ r 1045 Twin View Blvd. Redding, CA 96003 r v y f` (530) 244=6335 .(530) 244-1890 fax L ` 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.G , ANSI NATIONAL STANDARDS, LATEST ` REVISION ; INSPECTED BY: ' , • • ,w .ENGINEERED BY: 5„ NATIONAL INSPECTION ASSOCIATION,`INC. , "MITEK'USA INC. Quality Systems Management / National Testing,%, - , 250 KLUG CIR P.O. Box 3426 •Corona, CA 92880 Gillette, WY 8271.7-3426. ` 3 _ (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax "._ JOB NAME - 30x60 garage JOB # " ` 160810 PF t BUTTE COUNTY DEVELOPMENT SERVICES LOCATION: _ 'Paradise -CA REVIEWED FOR .. - r r• r •+ • ,..t t�. h. a •V® E COM PLII"—YN CUSTOMER: Matt Thompson DATE Z 1 BY ,... '� it t .i'cl r1i_ .. Y ' . ,. ^• J ■. � ft. MIMI + MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 160810 30X60 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: K2809019 thru K2809022 My license renewal date for the state of California is September 30, 2018. Q�CFESSIONq� ZNgC F2 C 70068 EXP. 9-30-2018 February 1,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for. any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss SPACING- Qty Ply 30X60 in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL K2809019 160810 • AID �Truss.Type COMMON SUPPORTED GAB 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Lumber DOL 1.15 BC 0.78 Vert(CT) -0.71 8-9 >506 180 Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Feb 01 14:21:43 2017 Page 1 ID:Du2mZkOKndo6MlsFAwbLKOzTojv-dIGXdSf2ebOwpDE_DdHre0YQurt76MDgTc 13zpUAc -2-" 7$-0 15-" 22.6-0 30-0-0 32.6-0 2" 7-6-0 7-" 7.6-0 7.6-0 b2 E Scale = 1:56.1 5x8 = Dalt - 6x8 = r 4x4 = 6x12 = 10-0-0 20-0-0 30-0-0 10-0-0 - 10-0-0 10-0-0 I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow --40.0) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Lumber DOL 1.15 BC 0.78 Vert(CT) -0.71 8-9 >506 180 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.13 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 154 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF No.1 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btf G REACTIONS. (Ib/size) 2=2050/0-3-8,-6=2050/0-3-8 Max Horz 2=107(LC 42)" Max Uplift 2=-2098(LC 44), 6=-2098(LC 45) Max Grav 2=3156(LC 57), 6=3156(LC 58) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6414/4736, 3-4=-4481/2387, 4-5=-4481/2371, 5-6=-6414/4710 BOT CHORD 2-9=3974/5853, 8-9=-1524/2977, 6-8=-3929/5807 WEBS 4-8=163/1095, 5-8=872/265, 4-9=-184/1095, 3-9=-872/284 NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-7-13, Interior(1) 0-7-13 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 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=2098.6=2098. 9) This truss has been designed for a total drag load of 8750 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 30-0-0, 0-0-0 to 30-0-0 for 145.8 pU. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and h" gypsum sheetrock be applied directly to the bottom chord. BUTTE COUNTY BUILDING DIVISION APPROVED ?pOf SSION ZWA0 �2c2 C 70068 February 1,2017 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ®• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANSVTPII 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 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing �Ply130X60K2809020 1.15 160810 A1E GABLE MT20 220/195 (Roof Snow --40.0) APPROVED Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 25 n/r 120 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. wed Feb 01 14:21:45 20i7 rage i ID:Du2mZkOKndo6MlsFAwbLKOzTojv-Z7OH28hIADGd2 WONKGnlw351 ziiPT21WIn55NyzpUAa 15-74 7.1.4 10. 3.61 14-0-12 1&" 19-4-12* 22.10.12 30.0.0 3210 2-6-0 7.1.4 3.6_•0 3-9-8 7 3.9.8 3-6-0 7-11 2.6.0 0.7-4 Scale = 1:56.1 4x6 = 12 13 14 4b 45 44 4J 42 41 4V •"' 'Jtf it Jb JD J4 dJ J[ Jr Ju m w u cu 04 = 7-14 14-4-12 15-71{ 22-10-12 30-" 17-11-41 7-3-8 - 1.2-a 7-3-8 7-1-4 51� LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 25 n/r 120 MT20 220/195 (Roof Snow --40.0) APPROVED Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 25 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 24 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Matrix -S 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. Weight: 210 Ib FT = 20% BCDL 10.0 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.F ' ZNgO 2G1 10) 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. 2 2 11) A plate rating reduction of 20% has been applied for the green lumber members. LUMBER- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 37, 38, 39, 41, - 1 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27 except (jt=1b) 2=161, 24=161, 46=170, 26=170. BRACING - TOP CHORD 2X6 OF No.1 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 6-0-0 oc bracing. OTHERS 2X4 OF No.1 &Btr G REACTIONS. All bearings 30-0-0. (lb) - Max Horz 2=107(LC 13) Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Max Uplift All uplift 1001b or less atjoint(s) 37, 38, 39, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27 �• except 2=-161(LC 14),24=11611([_C 14), 46=-170(LC 18), 26=-170(LC 18) Max Grav All reactions 250 Ib or less atjoint(s) 36, 37, 38, 39, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing 30, 29, 28, 27, 26 except 2=547(LC 19), 24=547(LC 20) M iTek' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BUTTE BU 1 ' E COUNTY NOTES- BUILDING DIVISION 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=30111; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-6-0 to 0-6-0, Exterior(2) 0-6-0 to 15-0.0, Comer(3) 15-0-0 to 18-0-0 APPROVED 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. Q?,OvESS/01 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.F ' ZNgO 2G1 10) 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. 2 2 11) A plate rating reduction of 20% has been applied for the green lumber members. (1 C 70068 rT1 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 37, 38, 39, 41, - 1 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27 except (jt=1b) 2=161, 24=161, 46=170, 26=170. February 1,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 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.TypeQty 7-14 Ply 30X60 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP K2809021 160810 A1SGE GABLE 1 1 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.36 14-16 >985 180 0.0 . Rep Stress Incr YES Jab Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Feb 01 14:21:47 2017 Page 1 ID:Du2mZkQKndo6MlsFAwbLKOzTojv-VV W2TgiYigWLIgYmShpD9UBMrVHkxthol5aCRgzpUAY 15-7-4 -210 7-1-4 10-7-4 14-4-12 1 0- 19-4-12 22-10-12 3x0-0 3z$o 2i'i-0 7.14 3-6-0 39.8 7 3.9-8 3-6-0 7.1-4 21s0 0-7-4 Scale= 1:57.9 5x8 I I 3x10 II 3x10 II 4x6 5 6 7 4A 44 = 5x8 = 44 = 4x4 = 4x4 = 119. r7-1-0 14.4-12 15-7-0 22-10-12 304W 7-1-0 7-3-8 1-2-8 73-8 7-14 Plate Offsets (X Y)— [5:0-8-4.0-0-81,16:0-3-8.0-2-81, [7:D-8-4 0-0-81 [15:0-4-0.0-0-41, [26:0-4-0.0-5-01, f44:0-4-0.0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 (Roof Snow --40.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.14 14-16 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.36 14-16 >985 180 0.0 . Rep Stress Incr YES WB 0.44 Horz(CT) 0.15 10 nla n/a BCDL 10.0BCLL Code IBC20151TPI2014 Matrix -S Weight: 273 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF No.1 G *Except* TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins. 2-6,6-10: 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No.1 &Btr G OTHERS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=2047/0-3-8, 10=2047/0-3-8 Max Horz 2=-105(LC 12) Max Uplift 2=-243(LC 14), 10=-243(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3678/326, 34=3592/389, 4-5=2475/302, 5-6=-1976/279, 6-7=-1976/279, p �/ Y BUTTE COUNTY 7-8=2475/303, 8-9=3592/389, 9-10=-3678/325 2/3271, '2-22613271 8, 9-12=-496/131, BUILDING DIVISION 7-13=1 5/869,/3716 —496113131, WEBS 5-14=-66/869, 4-167518 031, 4-14=-1069/142, 8-13=-1069/142, 8-12=-75/850 APPROVED NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-6-0, 1nterior(1) 0-6-0 to 15-0-0, Exterior(2) 15-0-0 to 18-D-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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs �(fiESSIONq non -concurrent with other live loads. Oe M ZFIq lF�. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. W= 8) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. C708 9) ' 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 .r will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. M 9-3 18 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=243,10=243. 4 February 1,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED kVTEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI11 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 30X60 Plate Offsets (X Y)— 19'0 4 0 Edoel LOADING (psf) SPACING- 2-0-0 K2809022 160810 A2 Common 36 1 TC 0.55 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=4 Lumber DOL 1.15 Job Reference o tional meeKS IumDer, reaaing a.V U 5 Hpr Gu [V ry Ivu r Crt umusuraa, mc. v oyc ID:Du2mZkOKndo6MlsFAwbLKOzTojv-zi4Qg9jBT7eCv_7y?OKSYhjTKvaxgNby_IKI GzpUAX 2-6417-" 15-0-0 22.6-0 30-0-0 32-0-0 2-6-0 7-641 7-" 7.6-0 7-" 2b-0 i Scale = 1:56.1 R1 5X8 = 4 6x8 =. 4x4 = 44 = 4X6 = R 10-" 20-041 i _ 30-0-0 I 10-M 10-0-0 10-0-0 Plate Offsets (X Y)— 19'0 4 0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=4 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.71 8-9 >507 180BCLL ' 10) TCDL 10.0 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.13 6 n/a n/a Code IBC20151TPI2014 Matrix -AS Weight: 154 Ib FT = 20% CDL 10.0 LUMBER- BRACING - TOP CHORD 2X6 DF No.1 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=2050/038,6=2050/0-3-8 Max Horz 2=107(LC 13) BUTTE COUNTY Max Uplift 2=-239(LC 14), 6=-239(LC 14) BUILDING DIVISION FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3527/356, 3-4=3061/332, 4-5=3061/332, 5-6=-3527/356 APPROVED BOT CHORD 2-9=211/3141,8-9=97/2114.6-8=-243/3141 WEBS 4-8=52/1095, 5.8=-872/177, 4-9=-53/1095, 3-9=872/177 NOTES - 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-7-13, Interior(1) 0-7-13 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 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=1b) 2=239,6=239. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V gypsum sheetrock be applied directly to the bottom chord. Q'pFESS10&4� U��O �M ZHgO F2cm C70 8 �Fc February 1,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� is always required for 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 ANSITl 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 BUILDER: ..—E PROVIDED FOR TRUSS ■� _ PLACEMENT ONLY. REFER TO TRUSS Thompson, IV/Hl1t l - CALCULATIONS AND ENGINEERING PROJECT TITLE: STRUCTURAL DRAWING FOR ALL 3X60 BUILDING DESIGNWEGIEOF RECORD JOB Na: RESPONSIBLE FOR ALL NON -TRUSS 16080 TO TRUSS CONNECTIONS. BUILDING - 1045 TWILL View Blvd. DE IGNEFUENGINEER OF REVIEW AND APPROVE OF ALL TO Redding, CA 96003 paradise DESIGNS PRIOR TO CONSTRUCTION. P 530-244-633$ F 530.2441890 AS &e Qm are PlIM"y If MEEN'S LUMBER AND HARDWARE. Ap Ueabm afe nu0 eM voM I ePI f,b - W MEET'S LUMBER AND HARDWARE. Symbols PLATE LOCATION AND ORIENTATION 3 "Center plate on joint unless x, y /4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0- 16wide For 4 x 2 orientation, locate plates 0- 'lid' from outside Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS c1-2 c2-3 WEBS cc p U O O Ustack O0� O o'.ce-rF' A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS 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 joint 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 ANSIrrPI 1. connectorlates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIrrPI 1. ' Plate location details available in MiTek 2Q/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for 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, ESR 1988 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 lengthparallel to slots. 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 output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings 15. Connections not shown are the responsibility of others.. . 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 'number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Effd- __ 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone isnot sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, Mi�� 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' ANSIrrPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ; AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS M11-WEBBRACE 00 a�aa 0 0l� 0 oto LM U ID MiTek USA, Inc. — 0 e I v0 A MIT.kkAAKiliate .Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS mi I eK USA, Inc. rage -I OT I ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) 1 X 4 IND. 45 SP BRACE A 24"O.C. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 48"O.C. MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 72" O.C. BAY SIZE A BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-01, 1610 B 1886 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 1886 2829 3143 3143 4715 2358 V 3536' 1886 1886 2829 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 D 16-0" 1006 1179 1179 17683536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED A7 PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) o S 6332 r� r t * EXR 6/30/2018' npcpmhpr 91 gf11Fi me�('rvARNrl��rgnp�3lri�Ig/a a RERO �� 'ON71n5 Y11yB' WSWE0 MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII 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 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) A7 APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2 -ed (0.131'x2.5") FOR 1x4 BRACES, 2.106 (0.131'x 3') FOR 2X3 and 2x4 BRACES, AND 3-104 (0.131'x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2Ad (0.131"X2.5') NAILS FOR 1x4 LATERAL BRACES, 2-1 Do (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-1Od (0.131'x3") FOR 2x6 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcindustry.com and www.tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED A7 PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) o S 6332 r� r t * EXR 6/30/2018' npcpmhpr 91 gf11Fi me�('rvARNrl��rgnp�3lri�Ig/a a RERO �� 'ON71n5 Y11yB' WSWE0 MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII 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 AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE 00 =00 0 00 0 00 a MiTek USA, Inc. YMM10 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) &TJ= Nails vvCU MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T -Brace 1x4 (*) I -Brace 2x6 .1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress web -Brace rated boards with design values that are equal to (or better) the truss web design values. ''''ee For SP truss lumber grades up to #2 with 1X bracing material, use IN race M97MING - Verify design parameters and READ NOTES bN TMS AND INCLUDED MITM REFERENCE PAGEMIF7473., 101037201FBEFORE 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 .assystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for 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 ANSVrPl1 Quality Criteria, OSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE 00 ® , 0 00 a� MiTek USA, Inc. I�IE GINEERO U�U D A MiTek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 0.131" X 3" 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB k k SPACING k k k / Section Detail E L -Brace Web L -BRACE MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. Q S 6332 Tm m L -Brace Size W rn XP. 6!3012018 * for Two -Ply Truss TFOFCM-W Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2X8 2X8 "' DIRECT SUBSTITUTION NOT APLICABLE December 21,2016 W[W u" 'tl�g�parereefe� lv�n...56�ry��/19417461NQ.6'�S( 6K RHFi+REP1�PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate InstiMe, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE U L—JL—J ® MiTek USA, Inc. 0 00 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. MiTek USA, Inc. Scab must cover full length of web +/- 6". o ��B Affiliate **' THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "* REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 01 MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Page 1 of 1 r QC?L,OFESS/ON RILL Nails / Section Detail � o S 6332 XP.6 012018 E Scab -Brace Web FOFCAI.�FOe December 21,2016 ®WARNINGWel/7y0leigiaptlsen�ilNtld�}1i�Fl�G'A�FiD�fa2Gdli?lr�2&kN�§14111Y1re3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-09 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 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP MiTek USA, Inc. Paae 1 of 2 a MiTek USA, Inc. ym�mmi A MITek Affiliate DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud - I WrK104=2016BEFORE USE. (4) - 16d Nails DIAGONAL 8 CE -16d Nails Spaced 6" o.c. (2) - 10d Nails into 2x6 2x6 Stud or Stud R\ 2x4 No.2 of better 1x4 \Typical Horizontal Brace DIAGONAL Nailed To 2x Verticals SECTION A -A 2 x4 tud w/(4) -10d Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD 3x4 = SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing 24" Ma Max. NAIL / (2) - 10d NAILS Virus s @ 24" o.c. Dia .Brace 2x6 DIAGONAL BRACE SPACED 48" O.C. g / ATTACHED TO VERTICAL WITH (4) -16d at 1/3 pointsNAILS AND ATTACHED if needed \_ TO BLOCKING WITH (5) - 10d NAILS. End Wall R HORIZONTAL BRACE \ (SEE SECTION A -A) Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" O.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. .X MEAN ROOF HEIGHT = 30 FEET TEGORY II BUILDING POSURE B or C CE 7-98, ASCE 7-02, ASCE 7-05 130 MPH WL��FfS 6332 R 6/30/2018 December 21,2016 uu I nv�,rtr=rtac : -LOU - I WrK104=2016BEFORE 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 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 and Grade Maximum Stud Length 2x4 SP No. 3/Stu( 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3/Stu16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/Stu 24" O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" O.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. .X MEAN ROOF HEIGHT = 30 FEET TEGORY II BUILDING POSURE B or C CE 7-98, ASCE 7-02, ASCE 7-05 130 MPH WL��FfS 6332 R 6/30/2018 December 21,2016 uu I nv�,rtr=rtac : -LOU - I WrK104=2016BEFORE 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 �I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL MITek USA, Inc. Page 1 of 1 NOTES: TOENAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 00 AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 00 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ENDOINEERED BY �❑ SQUARE CUT AMITek Affiliate SIDE VIEW _ SIDE VIEW (2x4) (2x3) 3 NAILS _ 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW 19YI1 NEARSIDE NEAR SIDE ----i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE --- ---i FAR SIDE ,co �OFESS/ON� �RRIL(6 �F� �i� Z TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP OF HF SPF SPF -S C7 .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 U� .162 118.3 108.3 93.9 91.9 80.2 ri .128 84.1 65.3 57.0 Z 3 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 of 0 .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76,9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW 19YI1 NEARSIDE NEAR SIDE ----i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE --- ---i FAR SIDE ,co �OFESS/ON� �RRIL(6 �F� �i� Z GENERAL NOTES NOTASGENERALES NmsTmcAmDPIACEMEMToYTwaswMous ?STEPSTOSEmNGTRUSSES NOMM7LaUMQ FOR saAPW4.aFrAuaaKMOTWS s Them w m* .Md b Amy we/ m pmVr ft, la.a®A,a,af®o br6r.IVth nob a•.: RECOMENAMWSAM4 LEVANrAR SOE TRUSSES ' IAS MEDMAS OE LA INSTALfAa6m OE LOS TRUSSES Awf,MaDdN rARA]oDRl AAM mmumswmatswwtavm rQD Reaewvn MPedbmprrT waw *= kbzftbem�e 6Mtr01hMN oor'eavbotlemva pp w dltmW bama rob. dr P rmamempaiteevV•.cmt.emmi6mae O I ® UDdd Prad roma 7)9e h.tbe..rdabm m ® 11W Da+ .rdN 4yMWb� bOrimip, D,mtbp w,enperr 2erd'OV mdmdt+,d•rdfM1 re0ldf,pmteb. eryrad6 ]oembmr7w ApOr bu,a,tAnavcE�eranoscbnroma�nsbl¢U. 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Abl6 r�bdlr40rd rP,md6rmb .P e� s ( itrb,®mbt nrnmae, m•w i. m,s PFad• A-00 - AaebltwbmFbm bpdrwmlanl m�,y ( „� ad �ma,eet m:�tl. °OYr.mm°`s �srit °'a r`�a.wa°r4sw nm°a4imm�w,.�b, w�.arx b.demw.mdemr,ro.dw.mt - -- mmrm r.rm abrin D,mo. bb, edmei .tdamb F.a.rbe.rrar .orsro-v"Ow�m.w. n..A..w:e. aee®p.66.Fn.66w>rrvr /powimbagreb. .eMd I ®rrb drry. m'ws1prrpp°��sws*"wbib'bj�°';,�..aem�.�:ew.++.e: ab.bpQwrwr.p6AbdemObaa _ .dsbN / e� brwrmo. r�sNrsaa.eaawvA.,arwemr.:r i Adtr b.CsPtramdflWlYr.ebr ¢i to �2,rmr,=tywnFMbeb M060m Oma j n4.mngw�Ybws:_r�ss eti em�eassgwusmrws�ie wa�w..tre'bam ,ederpmlviep wYMbdrdCd P.bw.rpu /tb IeRm aCa.+Pwa lrrm.tfia6dbF _ .af� mmtrOmr mNbrom [ tOpmd S4( br.w.(OAb®ryO.�lOj eV dwat.ep�r.a�,e+ebame .Arrmmtrm�auerose Aoenn 1 .VPm)•L4(Y rN „rs 1 am eya.le. margPLATE w»>H e II mua:erD•w:co. CHO. frig, Inc. STRUCTURAL CALCULATIONS Rancho Job #17-012 for Steele Shop 4795 Salmon Dr. Paradise, CA alculation Index: Page # •. Project Layout 1 • Gravity Analysis G1 • Lateral Analysis 1-1-1-7 • Beam Analysis B1 -B4 • Footing Analysis F1 -F4 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C DE COMPLIANCE Revision Summary: DATE 23 11-1 BY Rev. 0 01/17/17. sue S 0 '' m CNI\- �P Olt CALIf This calculation package is valid for the project lo c listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. E Jarrod Holliday, PX. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com ' ° . , � �\�' , .^ SCALE N.T.5. JOB # 16-2501 5550 5kyNay, Ste. C, STEELE SHOP CHO Forodise, CA -:15cf6cl BUTTE COUNTY, CA Fhone,/F=CIX: PROJECT LAYOUT Wne7eering, Inc. . r 1/18/2017 Steele Shop -17-012 Gravity Loads: _ Roof Dead Load 1/2" Plywood 2.5 psf Comp Roof 5.0 psf Slope=' 5 /12 Framing 5.0 psf Sheetrock 1.7 psf Misc. 1.5 psf Total Sloped= 15.69 psf Total Horiz.= 17.00 psf Roof Live Load Construction 20 psf Snow 20 psf Exterior Wall Dead Load 3/8" Ply. 1.8 psf Stucco 10.0 psf Framing 2.5 psf Sheetrock 1.7 psf Insulation 1.0 psf Misc. 1.0 psf Total 18.0 psf Interior Wall Dead Load Framing 1.7 psf 1/2" Sheetrock 4.4 psf Misc. 1.9 psf rA, RD t G1 1/18/2017 1 1 Steele Shop - 17-012 L Enclosed. Cr,et: Table 1609.6.2(2) P: (Eqn 16-34) ' All Heights Method Wind Loading 0.43 7.66 CBC -16 per 1609.6 psf V= 110 Kd= 0.85 Loading- Front h= 13.25 -10.33 V^2= 12100 G= 0.85 Wall Lines 1-2 z= 10 psf qs= 30.98 1= 1 Exposure: B Peak Ht= 16.5 Y k: 0.57 Kzt= 1 -0.66 -11.75 kh= 0.57 gh= 15.13 Enclosed. Cr,et: Table 1609.6.2(2) P: (Eqn 16-34) ' Windward wall Pressure" Y 0.43 7.66 Pmax= 13.00 psf ' Pressure Y 0.73 13.00 -0.58 -10.33 Pmax= 6.05 Leeward wall Pressure"* Y -0.51 -9.08 Pmax= 9.08 psf Proof= Pressure Y -0.21 -3.74 Pressure Y -0.28 Pressure* Y- -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure' Y -0.35 -6.23 Proof= Condition 2 Length= 30 ft 6.05 Width= 60 ft -11.75 Pmax= -6.23 psf Leeward Roof Height= 10 ft Wind Load Areas SQFT -6.23 Pmin= -11.75 psf Windward= 300 Y Pwall = 3898.75 lbs Pmax= -14.06 Normal Leeward= 300 Pressure Pwall. = 2723.79 lbs -14.06 Wind Sidewall Left= 199 Pwall = 2335.25 lbs Sidewall Right= 199 - Pwall = 2335.25 lbs Windward= 300 Pwall = 3898.75 -lbs Inverse Leeward= 300 Pwall = 2723.79 lbs Wind Sidewall Left= 198.75 ' Pwall = 2335.25 lbs Sidewall Riaht= 198.75 Pwall = 2335.25 lbs Slope 5/12 jEnclosed Cit (Table 1609.6.2(2) P (Eqn 16-34) Windward= 560 Proof= 5782.26 lbs Pressure* Y -0.58 -10.33 Pmax= 6.05 psf Condition 1 0.00 lbs Parallel to ridge Right= 0 Proof= 0.00 lbs Winward Pressure Y -0.28 -4.98 Pmin= -10.33 psf Roof Pressure' Y 0.03 0.53 Parallel to ridge Riaht= 0 Proof= Condition 2 Pressure Y 0.34 6.05 Pressure* Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure' Y -19.40 Pmax= -14.06 psf II to ridge Pressure Y .-1.09 -0.79 -14.06 Pmin= -19.40 psf Wind Dirc. Net Force Normal Windward + Leeward= 18984.60 lbs 18984.6 lbs Sidewall Net= 0.00 lbs 316.4 lbs per ft width of wall Inverse Windward + Leeward= 18984.60 lbs 189.8 lbs ASD Load Sidewall Net= 0 lbs ngineering Areas SQFT Windward= 560 Proof= 5782.26 lbs Normal Leeward= 560 Proof= 6579.81 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Right= 0 Proof= 0.00 lbs Windward= 560 Proof= 5782.26 lbs Inverse Leeward= 560 Proof= 6579.81 lbs Wind Parallel to ridge Left= 0 Proof= 0.00 lbs Parallel to ridge Riaht= 0 Proof= 0.00 lbs Wind Dirc. Net Force Normal Windward + Leeward= 18984.60 lbs 18984.6 lbs Sidewall Net= 0.00 lbs 316.4 lbs per ft width of wall Inverse Windward + Leeward= 18984.60 lbs 189.8 lbs ASD Load Sidewall Net= 0 lbs ngineering 1/18/2017 Steele Shop - 17-012 All Heights Method Wind Loading L1 CBC -16 per 1609.6 Windward wall Pressure' Y V= 110 Kd= 0.85 Loading- Side h= 13.25 Pressure Y V^2= 12100 G= 0.87 Wall Lines A -B z= 10 Leeward wall Pressure+ Y qs 30.98 1= 1 Exposure: B Peak Ht= 16.5 Pressure Y k: 0.57 Kzt= 1 Pressure' Y kh= 0.57 qh= 15.13 Enclosed C„�,: Table 1609.6.2(2) P: (Eqn Slope Windward wall Pressure' Y 0.43 7.66 Pmax= 13.00 psf Proof= Pressure Y 0.73 13.00 -0.58 -10.33 Pmax= 6.05 Leeward wall Pressure+ Y -0.51 -9.08 Pmax= 9.08 psf -4.98 Pressure Y -0.21 -3.74 Pressure' Y 0.03 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure Y -0.35 -6.23 Proof= 10866.66 lbs Length= 60 ft -11.75 Pmax=-6.23 psf Leeward Roof Width= 30 ft -6.23 Pmin= -11.75 psf Height= 10 ft Wind Load Areas SQFT -19.40 Pmax= -14.06 psf II to ridge .. Windward= 199 Y Pwall = 2582.92 lbs Pmin= -19.40 Normal Leeward= 199 Pwall = 1804.51 lbs Wind Sidewall Left= 300 Pwall = 3524.90 lbs Sidewall Right= 300 Pwall = 3524.90 lbs Windward= 198.75 Pwall = 2582.92 lbs Inverse Leeward= 198.75 Pwall = 1804.51 lbs Wind Sidewall Left= 300 Pwall = 3524.90 lbs Sidewall Riaht= 300 Pwall = 3524.90 lbs Slope 5/12 jEnclosed C„t (Table 1609.6.2(2) P (Eqn 16-34) Windward= 0 Proof= 0.00 lbs Pressure' Y -0.58 -10.33 Pmax= 6.05 psf Condition 1 Winward Pressure Y -0.28 -4.98 Pmin= -10.33 psf Roof Pressure' Y 0.03 0.53 Proof= 0.00 lbs , Condition 2 pressure Y 0.34 6.05 Parallel to ridqe Riqht= 560 Proof= 10866.66 lbs Pressure" Y -0.66 -11.75 Pmax=-6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure" Y -1.09 -19.40 Pmax= -14.06 psf II to ridge .. Pressure Y -0.79 -14.06 Pmin= -19.40 psf Normal Windward + Leeward= 4387.43 lbs 4387A lbs Sidewall Net= 0.00 lbs 146.2 lbs per ft width of wall Inverse Windward + Leeward= 4387.43 lbs 87.7 lbs ASD Load Sidewall Net= 0 r ' lbs ■e �. v ..: .ieering Areas SQFT Windward= 0 Proof= 0.00 lbs Normal Leeward= 0 Proof= 0.00 lbs Wind Parallel to ridge Left= 560 Proof= 10866.66 lbs Parallel to ridge Right= 560 Proof= 10866.66 lbs Windward= 0 Proof= 0.00 lbs Inverse Leeward= 0 Proof= 0.00 lbs , Wind Parallel to ridge Left= 560 Proof= 10866.66 lbs Parallel to ridqe Riqht= 560 Proof= 10866.66 lbs Normal Windward + Leeward= 4387.43 lbs 4387A lbs Sidewall Net= 0.00 lbs 146.2 lbs per ft width of wall Inverse Windward + Leeward= 4387.43 lbs 87.7 lbs ASD Load Sidewall Net= 0 r ' lbs ■e �. v ..: .ieering 1/18/2017 • Steele Shop - 17-012 L 3 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - . . D Chapter 20 - MCER (short period) Ss 0.639 USGS website %g NICER 0 sec period) Si '0.265 USGS website %g Response Modification R ' . 6.5 Table 12.2-1 Risk Category - 11 Table 1-1 Importance Factor I 1 Table 11.5-1 - Strutural Height ho 16.5 - 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 0.164 Section 12.8.2.1 sec ' Design Spectral Acceleration SDs 0.549 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.330 11.4-4 %g 7 Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.084 Section 12.8.1-1- 2.8.1. -Diaphragm Diaphragm1 Roof Tributary Area = Diaph. width 1-2: 76 V ultimate = 83 plf 2280 SQFT Sloped Roof @ 17.00 psf V working stress = 59 plf 997.50 SQFT of Ext. Wall @ 18.00 psf 92.50 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B 30 V ultimate = 2.1.0 plf 0.00 SQFT Floor @ 12.00 psf V working stress = :1.50 plf W= 57449.3 lbs 1/18/2017 Steele Shop -17-012 Lateral Load Summary Roof Level Wall Tributary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load I Load Load 'ID. Dia (FT) I (plf) (plf) (kips) (kips) Case Rnnt 2.146.0 59 189.8 2.73 8.73 Wind 3.1 30.0 59 189.8 1.78 5.70 Wind Roof A.1 15.0 150 87.7 2.25 1.32 Seismic B.1 15.0 150 87.7 2.25 1.32 Seismic L4 1/182017 Steele Shop -17-012 L SHEAR WALL DESIGN ANSU AF & PA SDPWS-2008 and CBC -16 Wall Line Load ki s) Wall Number Wall Height ft Wall Width ft Wall Position Floor System Wall Stress ( aspect ratio OTM k fl OTM Res Id Res Res extra IDs Upliftftom above k Net Uplift id s' Required Anchor Bolt Holdown or SSP Well Type Wall Line ID: 2 Level: 1 Seismic 1 10 14.0 Comer STEM 194.8 1.000 27.3 17.6 0 0 0 1.29 SB5/8x24 HDUS (DBL 2X) D 2.73 Wind 1 10 14.0 Comer STEM 623.8 1.000 87.3 17.6 0 0 0 5.48 SB5/8X24 HDU5 (DBL 2X) D 8.73 Wall Line ID: 3 - Level: 1 Seismic 1 10 6.0- Comer STEM 148.2 1.01 8.9 3.2 0 0 0 1.20 SSTB24 HDU4(DBL2X) C 1.78 1 10 6.0 Comer STEM 148.2 1.0 8.9 3.2 0 0 0 1.20 , SSTB24 HDU4 (DBL 2X) C Wind 1 10 6.0 Comer STEM 474.6 1.0 28.5 3.2 0 0 0 4.42 .SSTB24 HDU4 (DBL 2X) C 5.70 1 10 6.0 Comer STEM 474.6 1.0 28.5 3.2 0 0 0 4.42 SSTB24 HDU4 (DBL 2X) C Wall Line ID: A Level: 1 Seismic 1 10 60.0 Comer STEM 37.5 1.000 22.5 324.0 0 0 0 -2.45 No AB Req'd No HD Req'd A 2.25 Wind 1 10 60.0 Comer STEM 21.9 1.000 13.2 324.0 0 0 0 -3.02 , No AB Req'd No HD Req'd A 1.32 Wall Line ID: B Level: 1 Seismic 1 10 16.0 Comer SLAB 140.8 1 1.000 22.5 23.0 0 0 0 0.65 SSTB18 HDU2 (DBL 2X) P. 2.25 Wind 1 10 16.0 Comer SLAB 82.3 1.000 13.2 23.0 0 0 0 -0.04 SST816 HDU2 (DBL 2X) A 1.32 1/18/2017 Steele Shop - 17-012 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 2 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 624 plf Wind 2 195 plf Seismic REQ'D WALL ID: E REQ'D HOLDOWN: HDU8 (4X) REQ'D AB: SSTB28 Full Wall Diminsions ft b h 26 10 Ift ft Com onents Diminsions ft Comp. x; h; b; 1 6 6.66 6 2 16 4 6, 3 Ib Eq. (4.3-9) v 4 plf TRES 5 Ib Seimic VRES 6 plf 173 - 7 plf C Net uplift 8 Ib 307 537 9 417 729 Eq. (4.3-5) CO 0.783 - Section 4.3..1 aspect 0.800 - Sec 4.3.1 & Sec 4.3.3.4 FLS 14.0 ft Eq. (4.3-8) T 7962 Ib Eq. (4.3-9) v 796 plf TRES 1404 Ib Seimic VRES 140 plf 173 Res Extra 0 plf C Net uplift 6558 Ib 307 537 E 417 729 b bl �I b7 1 n GOA 21 I - � f Nominal Values (Table 4.3A) Wall ID Seimic Wind A. 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wal[ ID Seimic Wind A 163 173 B 163 286 C 238 417 D 307 537 E 417 729 ii :P, . L6 1/18/2017 Steele Shop - 17-012 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: B Level: 1 Floor System: STEM Position: Corner WALL STRESS: 82 plf Wind 8 16 141 plf Seismic REQ'D WALL ID: C REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB16 Full Wall Diminsions ft b h 60 10 Ift ft Com onents Diminsions ft Comp. xi hi bi 1 4 8 16 2 24 8 16 3 42 4 6 4 52 4 6 5 - B 6 365 7 C 380 8 A 112 9 490 685 I bi } b2 —) r b5 —i c-3 T , T f cow L 7 Nominal Values (Table 4.3A) I Desc Value Units Wind Wall1D Seimic A 173 173 0.800 - B '260 365 Sec 4.3.1 & Sec 4.3.3.4 C 380 532 A 112 D 490 685 T 2610 E 665 930 197 Reduced Allowable Values Desc Value Units Eq. (4.3-5) I Co 0.540 - Section 4.3..1 aspect 0.800 - Wall.ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 ELi 16.0 ft A 112 173 Eq. (4.3-8) T 2610 Ib B 112 197 Eq. (4.3-9) v 261. plf C 164 287 TRES 2825 Ib D 212 370 VRES 282 plf E 287 502 Res Extra 0 plf Net uplift 437 Ib Rancho Engineering Project Title: 5550 Skyway #c Engineer: Project ID: 61 Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Primed: 19 JAN 2017. 8:04AId WOOd Beam Fila IICASEY1Rancho(R)I94b 0171012ST-ST-11STEELE-1.EC6 -- ENERCALC; INC.19832017, Build:6.17.1.16 Ver.6.17.1.16 • . Description : 61 = 0.543 1 / Maximum Shear Stress Ratio CODE REFERENCES 0.418: 1 Section used for this span Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 5.25x11.875 Section used for this span Load Combination Set: ASCE 7-10 5.25x11.875 j fb : Actual = Material Properties fv : Actual = Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2400 psi Ebend- xx 1800 ksi Fc - Pril 2500 psi Eminbend - xx 914.88 ksi Wood Species : Trus Joist Fc - Perp 545 psi Wood Grade : Parallam PSL 1.8E Fv 190 psi = 7.000ft Ft 1755 psi Density 45.05 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 13.029 ft j Span # where maximum occurs = D 0.289 Lr 0.34 S 0.34 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0170, Lr = 0.020, S = 0.020 ksf, Tributary Width =17.0 ft iMaximum Bending Stress Ratio = 0.543 1 / Maximum Shear Stress Ratio = 0.418: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 j fb : Actual = 1,498.73psi fv : Actual = 91.24 psi FB: Allowable = 2,760.00psi Fv : Allowable = 218.50 psi Load Combination +D+S Load Combination +D+S ! Location of maximum on span = 7.000ft Location of maximum on span = 13.029 ft j Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.224 in Ratio= 749>=360 i Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.415 in Ratio= 405>=180 Max Upward Total Deflection I i I 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fb D Only 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.319 0.245 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.08 688.60 2160.00 1.74 41.92 171.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.500 0.384 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.41 1,498.73 3000.00 3.79 91.24 237.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.543 0.418 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.41 1,498.73 2760.00 3.79 91.24 218.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.432 0.332 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.33 1,296.20 3000.00 3.28 78.91 237.50 +0+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.470 0.361 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.33 1,296.20 2760.00 3.28 78.91 218.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.108 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 413.16 3840.00 1.05 25.15 304.00 Rancho Engineering Project Title: (�2 5550 Skyway #c Engineer: Proiect ID: Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 Y PriMed:19 JAN 2017. 8:04AM Fite UCASEYIRancho lR)yobs120171012ST 11STRUCT 'NSTEELE 1 EC6 , Wood Beam... ; ti �,.. "<• .,.; ENERCALC; INC..1983 2017;:Build.6.17.1.16• Ver.6:17.1:16 :. • ENGINEERING 0.00 Description : B1 Overall Maximum Deflections Load Combination Span Max. ' ' Def! Location in Span Load Combination Max. '+' Defl Location in Span +D+S 1 0.4147 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.403 4.403 Overall MINimum 1.214 1.214 4 D Only 2.023 2.023 +D+Lr 4.403 4.403 ' +O+S 4.403 4.403 +D+0.750Lr 3.808 3.808 +D+0.750S 3.808 .3.808 +0.60D 1.214' 1.214 ' Lr Only 2.380 2.380 S Only 2.380 2.380 Design Check Calculation Sheet woodworks sizer 11.0 Loads Load Type COMPANY PROJECT Steele Shop Location (ft) Start End Magnitude Start End Unit 7_012 WoodWorks' 0 Area Bending(+) Bea Bea SOfrWAFE'fOR WOOD DES1CM psf Jan. 18, 201716:47 Snow Design Check Calculation Sheet woodworks sizer 11.0 Loads Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl DeadFu Area Bending(+) fb = 501 1 3.00') psf Load2 Snow Full Area 0.53 = L/360 Bearing: 20.00(3.001) psf Load3 Roof live Full Area Min re 'd 0.50' - 1.00 20.00(3.001) psf Load4 Dead Full UDL Shear : LC #2 = D+Lr, V max - 1264, V design = 32.0 plf self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 16-0.5" 673 Unfactored: Analysis Value 786', Dead 786 Anal sis/Desi n 481 Snow 481 Fv' = 1 481 Roof Live 481 Bending(+) fb = 501 Factored: psi 1267 Total 1267 0.08 <L/999 0.53 = L/360 Bearing: 0.15 0.50• Length 0.50• 0.80 = L/240 _ 0.50• Min re 'd 0.50' - 1.00 1.00 - 'Minimum bearing length setting used: 12" for end supports CRITICAL LOAD COMBINATIONS: B2 Timber -soft D.Fir-L, No. 1, 6x12 (6-1/2"x11-1/2") Supports: All-Timbersoft Beam, D.Fir-L No.2 Total length: 16'-0.5'; volume = 7.0 tuft; Beam and stringer, Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Desi n Value Unit Anal sis/Desi n Shear v 2 Fv' = 1 psi fv Fv = IS Bending(+) fb = 501 Fb' - 1327 psi fb/Fb' = 0.38 Live Defl'n 0.08 <L/999 0.53 = L/360 in 0.15 Total Defl'n 0.27 = L/701 0.80 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# 'T 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.00 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 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 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max - 1264, V design = 1109 lbs Bending(+): LC #2 - D+Lr, M = 5057 lbs -ft Deflection: LC #2 = D+Lr (live) LC 02 = D+Lr (total) D=dead L -live S -snow W=wind I -impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1115e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow-) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 16' Le - 291-5.25" RB = 11.6 Design Notes: 1. WoodWorks analysis and design are in accordance With the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Steele Shop WoodWorks 17-012 Beam3 SOfiWARFFOR WOOD DfSICN Jan. 18, 2017 16:47 Design Check Calculation Sheet Wood Works Sizer 11.0 Loads Load Type Distribution Pat- Location (ft) Magnitude Unit 1028 _ 1028 Roof Live tern Start End Start . End Loadl Dead Fu Area Bearing: .17.00(1 PS Load2 Roof live Full Area Min re 'd 0.56 ') 20.00(17:00 ) psf Load3 Snow Full Area 0.20 Total DePl'n 20.00(17.00') psf Self -weight Dead Full UDL ` 9.8 vlf Maximum Reactions fibs) and Bearing Lengths (in) : Unfactored: 903 Dead 903 1028 Snow 1028 _ 1028 Roof Live 1028 - Factored: - 1931 ' Total 1931 Bearing: 0.56 Length 0.56 0.56 Min re 'd 0.56 = <L/999 B3 Timbersoft, D.Fir-L, No.2, 6x8 (6-1/2"x7-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6-0.6; volume = 1.7 cu.ft.; Post and timber, Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/ Desin Shear v = Fv = 170 psi v Fv' = 0.3 Bnding(+) fb 669 Fb' 750 psi fb/Fb' = 0.89 Additional Data: FACTORS: F/E(psi)CD •CM Ct CL CF Cfu Cr Cfrt C1 Cn LCN Fv' 170 1.00 1.00 1.00 - - - -� 1.00 1.00 1.00 2 . Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - , E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: - Shear : LC 02 = D+Lr, V max = 1916, V design - 1502 lbs Bending(+): LC )12 - D+Lr, M = 2875 lbs -ft Deflection: LC N2 - D+Lr (live) LC H2 = D+Lr, (total) D -dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake .All LC's are listed in the Analysis output Load combinations: ASCE 7-10'/ IBC 2015 CALCULATIONS: Deflection: EI 25le06 lb-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 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. e Live Defl'n 0.04 = <L/999 0.20 = L/360 in 0.20 Total DePl'n 0.09 = L/787 0.30 = L/240 in 0.30 Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Proiect ID: F1 Project Descr: Printed: 18 JAN 2017. 4:58PM z/ xa .Fid X\CASEYIR.IW:(R1�Ob51[Ulnul[5� 7��itw�i nartt�c i.cw ' Gen&a'I Footing _. ,.- .,.... .:'.. x .... ."..,;:� z.:.. ::. ENERCl1fC,INC.19832016..,Butld.6.16.123f;.Ver616:12:3i Description : F1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 GeneralInformation Material Properties f : Concrete 28 day strength = 2.50 ksi Soil Design Values Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 ;1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears No - - when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No - ft Use Pedestal wt for stability, mom & shear No Dimensions. Width parallel to X -X Axis = 1.250 ft Length parallel to Z -Z Axis = 4.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 6.0 # 4 2.0 # 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) ` ; ti ` 9eQw °° Direction Requiring Closer Separation 1g X -X Axis # Bars required within zone 47.6% # Bars required on each side of zone 52.4%. Applied Loads D Lr L S W E H P: Column Load = 3.540 3.114 k OB: Overburden = ksf M-xx - k -ft M-zz = k -ft V -x = k V -z = k Rancho Engineering Project Title: 5550 Skyway #c Engineer: Project ID: TI .Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 PriMed:18 JAN 2017. 4:58PM Description : F1 DESlGN<SUMMARY - ' • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8873 Soil Bearing 1.331 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04571 Z Flexure (+X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04571 Z Flexure (-X) 0.3606 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.4396 X Flexure (+Z) 3,692 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.4396 X Flexure (-Z) 3.692 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.2547 1 -way Shear (+Z) 21.652 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.2547 1 -way Shear (-Z) 21.652 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS n/a 2 -way Punching 25.070 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results., Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Rancho Engineering ,. , Project Title: 5550 Skyway #c .^ Engineer: Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 - _ FIe NCAsEyft e 5 General'Footing ,""Yt.: %. ��, r,: ENERG Project ID: F3 Printed: 18 JAN 2017. 4:59PM Description : F2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 , Load Combinations Used: ASCE 7-10 " General Information, Material Properties Soil Design Values f : Concrete 28 day strength = - 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 • . • Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension ' Add Ftg Wt for Soil Pressure - No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears No = when max. length or width is greater than h ksf Add Pedestal Wt for Soil Pressure No . n Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.0 ft + Length parallel to Z -Z Axis = 2.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in S Reinforcing' 7 Zp" f w Bars parallel to X -X Axis = Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4.0 i Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a "Appiied Loads. x .•: r D Lr L S W E H P: Column Load = 2.312 2.720 2.720 k OB: Overburden = ksf M-xx= k -ft ti M-zz k -ft = • ' V -x = _ k V -z, = k t Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Description : F2 Project Title: Engineer: Project ID: Project Descr: DESIGN'SUMMARY ::, .• , a' • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8387 Soil Bearing 1.258 ksf 1.50 ksf +D+S+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1129 Z Flexure (+X) 0.8908 k -ft 7.888 k -ft +1.20D+1.60S+0.50W+1.60H PASS 0.1129 Z Flexure (-X) 0.8908 k -ft 7.888 k -ft +1.20D+1.60S+0.50W+1.60H PASS 0.1129 X Flexure (+Z) 0.8908 k -ft 7.888 k -ft +1.20D+1.60S+0.50W+1.60H PASS 0.1129 X Flexure (-Z) 0.8908 k -ft 7.888 k -ft +1.20D+1.60S+0.50W+1.60H PASS 0.04528 1 -way Shear (+X) 3.849 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.05175 1 -way Shear (-X) 4.399 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04528 1 -way Shear (+Z) 3.849 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.05175 1 -way Shear (-Z) 4.399 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1120 2 -way Punching 19.038 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Rdsdits..,; n/a 0.725 X -X. +D+0.750L+0.750S+0.450W+H 1.50 Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X • Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.5780 0.5780 n/a n/a 0.385 X -X. +D+L+H 1.50 n/a 0.0 0.5780 0.5780 n/a n/a 0.385 X -X. +D+Lr+H 1.50 n/a 0.0 1.258 1.258 n/a n/a 0.839 X -X. +D+S+H 1.50 n/a 0.0 1.258 1.258 n/a n/a 0.839 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.088 1.088 n/a n/a 0.725 X -X, +D+0.750L+0.750S+H 1.50 - n/a 0.0 1.088 1.088 n/a n/a 0.725 X -X. +D+0.60W+H 1.50 n/a 0.0 0.5780 0.5780 n/a n/a 0.385 X -X. +D+0.70E+H 1.50 n/a 0.0 0.5780 0.5780 n/a n/a 0.385 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.088 1.088 n/a n/a 0.725 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.088 1.088 n/a n/a 0.725 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.088 1.088 n/a n/a 0.725 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3468 0.3468 n/a n/a 0.231 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3468 0.3468 n/a n/a 0.231 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.5780 0.5780 0.385 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.5780 0.5780 0.385 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.258 1.258 0.839 Z -Z. +D+S+H 1.50 -0.0 n/a n/a n/a 1.258 1.258 0.839 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.088 1.088 0.725 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.088 1.088 0.725 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5780 0.5780 0.385 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5780 0.5780 0.385 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.088 1.088 0.725 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a nla n/a 1.088 1.088 0.725 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.088 1.088 0.725 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3468 0.3468 0.231 Z -Z, +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3468 0.3468 0.231