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HomeMy WebLinkAboutB17-0014 058-650-018 (2)Butte County Department of Development Services ` PERMIT CENTER'.RE PERMIT NO: -OC) FORM NO DBP -1' EIVED BIN NO: - /ALUA710N r(Entefv fu'ot§lab r, lnclud ng ()(1j n n cg9ltracted, plus aterlais chargee $ 'VV 7 County Center Drive, Orovllle, CA 95965 JA 2017 Main Phone 530.538.7601 Fax 530.538.7785 w' w.butte'count . et/dds TRB AND ASSOCIATES PLEASE PRINT' CLEARLY e.. ARCHITtEC.;T/ENGINEER_, ,�`°` _ Name Las meFirst Mailing Addre /ALUA710N r(Entefv fu'ot§lab r, lnclud ng ()(1j n n cg9ltracted, plus aterlais chargee $ 'VV v// !' n� city ° State Z (/J (y� f Phones �0" -lei "LIYIO Fax EmailJ_ Cell CA State License No. t„ pwi m. eL Nei SIGNAT},URE �`n .D 17�i4TE '" Date Print Nam .�A I Y &VIREMMUMMI? APN•O _ Property Address City, Location must not be in th Ii ils of Chico, Gridley, Oroville or Paradise, Q htt :// isma s.buttecount .ne flexviewer/bcdatasearch/index.html ""y.;tlWdVORKEC%SCOfiI1PENS�AT10tJ,�'" t Las meFirst e /ALUA710N r(Entefv fu'ot§lab r, lnclud ng ()(1j n n cg9ltracted, plus aterlais chargee $ 'VV v// !' G'i Mailing AddreS� 3 SOl j.W (/J (y� f Ciry e State Zi Zip ❑ Proposed Change of Occupancy/Use - Note previous/current use below: Phone Fax Email SRA: YES ES INO 13 NPDES YES NO ❑ pwi m. eL Nei SIGNAT},URE �`n .D 17�i4TE '" Date Print Nam .�A I Y &VIREMMUMMI? APN•O _ Property Address City, Location must not be in th Ii ils of Chico, Gridley, Oroville or Paradise, Q htt :// isma s.buttecount .ne flexviewer/bcdatasearch/index.html ""y.;tlWdVORKEC%SCOfiI1PENS�AT10tJ,�'" t Policy Number Z Carrier /ALUA710N r(Entefv fu'ot§lab r, lnclud ng ()(1j n n cg9ltracted, plus aterlais chargee $ 'VV If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance S ua eFeetDO ails .IM =NAM ENSWEENUUMrVE j.W Name •. Mailing Address Covered Area:,,, city ?.: State Zip DESCRIll�"ON f0RSGQPE O INOF2k ,°f . y Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click below to see Manufactured Home Alterations and Permit Guidelines at: htto://www.hcd.ca.gov/codes/mho/HCD Phone: (916) 255-2501 Z Is this a Manufactured/Mobile Home (circle one) Yes / No ' FD�i o ao) . /ALUA710N r(Entefv fu'ot§lab r, lnclud ng ()(1j n n cg9ltracted, plus aterlais chargee $ 'VV S ua eFeetDO ails .IM =NAM Living Area: boa Garage: Joao •. Open Area: Covered Area:,,, ❑ Structure Builfwithout permits TOTAL SQ. ❑ Proposed Change of Occupancy/Use - Note previous/current use below: !Zoning:. FQ— Flood Zone: , SRA: YES ES INO 13 NPDES YES NO ❑ Code Ent YES 13 NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy - Type Construction e it Tech: . Dater RECEIVED JAN 12 2017 TRB AND ASSOCIATES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director O • e 7 County Center Drive. T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES • i PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0014 Owner's Name: REVELS, SUZANNE _ . Assessor's Parcel Number: 058-650-018 Date of Application: 1/3/2017 Square Footage Verification No Change: t/ NOTES: Verified By: Date: (Plan Check Signature) ` Confirmed TRAKiT Updated by: Date: , I + At Application: Change To: Living Area 1020 Garage Area 1020 overe rea 0 Open Area 340 No Change: t/ NOTES: Verified By: Date: (Plan Check Signature) ` Confirmed TRAKiT Updated by: Date: , I + TRB+ Asso'ciates Agency: County of Butte TRB+ Project Number: 17.054.104.2 Final Plan Review ` Page 1 of 1 Date: April 12, 2017 To: Daniel Revels Email: drevels26@gmail.com t (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunta(D.buttecounty.net; AFranzino0_&ttecounty.net, nspringer(a)buttecounty.net; ddebrunner(a)buttecounty.net; idebrunner(a)buttecounty.net; cliohnson(a-buttecounty.net; cgomez(cDbuttecounty. net (via email) RE: Plan Review for: (N) SFD Revels Residence Project Address: Rich Gulch Road, Oroville, CA APN: 158-650-018 Agency App. No.: B17-0014 TRB+ Project No.: 17.054.104.2 ' The following documents were received for review: Plans: (2 sets) Sheets dated 6/22/16: Cover Sheets dated 6/13/16: 1, 2, 3, 5, 6, 7 Sheets undated: 4 Sheets dated 03/27/17: SN, SD1, SD2� Structural Calculations: (2 copies) R. Burdette, dated 7/26/16 (2 copies) Supplemental w/ response, R. Burdette, dated 03/30/17 Truss Calculations: (2 copies) Mitek USA, dated 7/26/16 (2 copies) Mitek USA, E. Teodosescu, dated 03/31/17 Energy Calculations: (2 copies) M. Alvis, dated 6/25/16 Response Letters: (2 copies) Architectural Response Other: (1 copy) Square footage verification (1 copy) Application Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances.. There are no further comments. Sincerely, TRB + ASSOCIATES, INC. r Nicholas Ho.o ICC Certified Plans Examiner �� TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 nh www.TRBp/us.com • r . Associates Agency: County of Butte TRB,- TRB+ Project Number.' 17.054.104.1 Initial Plan Review Rteg211a Date:. January 31, 2017 To: Daniel Revels APR 0 5 2017 Email: drevels26@gm6il.com TRB AND ASSOCIATES (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunt buttecountv.net; AFranzino(cDbuttecounty.net, nspringerta'�buttecounty.net; ddebrunner(a)buttecounty.net; idebrunner(?buttecounty.net; cliohnson(cD-buttecounty.net; cgom ezabuttecou nty. net (via email) RE: Plan Review for (N) SFD Revels Residence Project Address:, Rich Gulch Road, Oroville,.CA APN:.158-650-018 A APP N enc .: B17-0014. g y o TRB+ Project No, 17.054.104.1:, At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 6/22/16: Cover Sheets dated 6/13/16: 1 to 3, 5 to 7 Sheets undated: 4 Sheets dated7/21/16: SN, SDI Structural Calculations: (2 copies) R. Kennedy Burdette, dated 7/26/16 Truss Calculations: (2 copies) Mitek USA, dated 7/26/16 Energy Calculations: (2 copies) M. Alvis, dated 6/25/16 Plan review comments are listed on the following pages Sincerely, TRB _+ ASSOCIATES, INC. rA J :17-0014 B-4 APRIL?. 20 1 7 Nicholas Ho ICC Certified Plans Examiner TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 ,for MUNICIPALITIES T 925 866.2633 F 925 790.0011 cd www.TRBplus.com r. Agency: County of Butte TRB+ Project Number. 17.054.104.1 PROJECT DATA Occupancy. Group: R -3/U Type of Construction:' VB Number of Stories: Two Conditioned Floor Area (s.f.): 1,020 Garage/Storage (s.f.): 1,020 Fire Sprinkler System: Yes Valuation:. - FOREWORD ■ This plan review is only for the purpose of evaluating compliance with the provisions .contained in. the 2013 CBC, .2013 CPC,. 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green, Building Standards Code, 2013 Energy Code, and County.of Butte Ordinances. Please note that our review does not encompass `provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other -authorities outside the jurisdiction of the Building ,Department. ■ - Please address .all of the following items .and return a copy of this list, .along with !a. response, sheet, r . 'indicating the, location of all required change's to the plans; specifications . and/o� .calculations... Be as .. specifc as>possible.in your:responses so that we mayexpedite your,reeheck �If any changes have been made. --to -the plan:;docur-he nts'.unrelated.to...those.items identified in this -. comment,list, please,list the'changes on aseparate.sheet and -include.in .your resubmittal. documentation`. ■ ` Please submit two (2) complete revised sets of plans and plari documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR (' TRB + Associates, Inc. v� Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 fU� San Ramon, CA 94583 ARCI CTU Cover Uee General et 1 414 RAL COMMENTS Complete review performed by: Nicholas Ho Notes #1 and Scope of Work: Please revise code references from 2013 to 2016. AS 13U_T'CEC—C) . ¢St..{ l5 ?a_03tC;7r To 34_= ®e -S -Cb 20e3 A2. ' Please indicate the garage floor shall be sloped to a drain or toward the main vehicle entry doorway. CRC Section R309.1 ��ag A3. Please speci safe ortem erlazin for the 2'x4' bathroom window within 60 inches fY tY P 9 of the bathtub. CRC Section R308.4.5S-"el - E Sheet 3 A A4. Section A/3: Please specify 5/ -inch Type X gypsum board at the garage ceiling. CRC Table R302.6 Page 2 of 5 TRB Agency: County of Butte TRB+ Project Number. 17.054.104.1 Sheet 6 A5. Please indicate a carbon monoxide alarm on the first floor. CRC Section R315.3 #2 - MECHANICAL COMMENTS No comments noted. PLUMBING COMMENTS P1. Please indicate size and location of the propane tank.on the site plan..CPC Section. ..121.2:10 & NFPA 58 ELECTRICAL COMMENTS El..' Plea! e.indic'ate the receptacles in the first -floor storage and laundry area as ground -fault ciecuit interruption (GFCI) CEC Article 210 8(A)(2&10) i ,.t. S. ;.fit .. - '•: .. ENERGY: COMMENTS - 4 'i L'f "t -E- «a I d �?? �o�.t.i..'a as baa ec -r �o rr3� aw t; -- EN 1. 'Please update energy report to 2016 Residential Gompliance'Standards. EN2. As of January 2017, many of the Lighting Measures on Sheet 6 are no longer applicable. Please indicate all installed luminaires shall be high -efficacy. CEnC Section 150.0(k)1A EN3. Please indicate in bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces shall be controlled by a vacancy sensor. CEnC Section 150.0(k)2J EN4. Please indicate all outdoor lighting as high -efficacy and controlled by photocell and motion sensor, photocontrol, astronomical time clock, or an energy management control system. CEnC Section 150.0(k)3A GREEN BUILDING COMMENTS GB1. On the cover sheet Calgreen Requirements, please indicate the maximum flow rate of residential lavatory faucets shall not exceed 1.2 gallons per minute at 60 psi. CGBSC Section 4.303.1.4.1 & CPC Section 403.7 G62. Please specify wood stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits. CGBSC Section 4.503.1 ® 51A�E-T i FLOOD ZONE COMMENTS No comments noted. WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS W1. Please specify on the cover sheet that the dwelling is located within a Wildland Urban Interface Area Page 3 of 5 TR 9 ' Agency: County of Butte TRB+ Project Number 17.054.104.1 STRUCTURAL COMMENTS - S1. Please include the snow load for the design criteria on Sheet SN of the plans. The design criteria may be obtained from the following link: 81 � C2 E_rt 51 http://www.buttecountV.net/Portals/10/Docs/DPC/DPC-05 Building Design Criteria.pdf S2. As required by the Califomia Business and Professions Code; all construction documents that, are prepared by or under the supervision of a'registered design professional shall bear the stamp/seal, signature and date of signing of the registered design professional. The construction documents may include, but not limited to, the following: a.. Sheet 1 of 7, which includes The Lower,Level Floor Plan showing'the floor framing. j The floor framing shouldbe shown on'the Upper Level Floor Framing Plan, especially when the floor 'beams over the garage door are supporting the discontinuous braced wall panels; M/ b. SheeY3 of 7, which includes the framing that supports the prefabricated roof s ;trusses;?` } 'ci' Sheef°4 of7,as this: plan sheets includes structural framing details thaf.are under; the supervision of the registered design,professional.<' d Sheet 75 of 7, which includes the knee bracing;f&.,the deck and the railing for the deck and stairway, etc. >`� O T44E_1�S S3. Foundation plan: a. Please specify the footing for the stringers at the bottom of the exterior stairway. If the concrete landing is to be used as the footing, please provide detail to show that the bottom landing is at least 12 inches below grade, and the concrete landing is reinforced with the minimum steel in accordance with Section 7.12 of ACI 318-11 as required by Section 10.5.4 of ACI 318-11. q"� S4. Floor/deck framing: a. As the floor framing over the garage door opening should be shown on the Upper Level Floor Framing Plan, please provide calculation to clarify that the glu-lam beams are capable of supporting the discontinuous braced wall panels with the over -strength factor for review. "3 ► o Z44 EvS b. Please clarify if the top railing of the deck is continuous between the continuous posts. If the top of the railing is not continuous, please structural details and calculation to clarify that the connection at the bottom of the guard post is capable of resisting the moment created from the applied force of 200 lbs. at the top of the railing for review. t3 c:� S5. Roof framing: P. Please stamp/seal, sign and date -the roof truss framing plan as required by the California Business and Professions Code for review. A`F O -T4kE_L b. For the roof trusses, please provide a review letter from the registered design professional having responsible charge for the preparation of the building to state . that the design of the roof trusses has been reviewed and found to be in conformance with the design of the building for review. Page 4 of 5 T B Agency: County of Butte TRB+ Project Number 17.054.104.1 Please specify the roof framing that supports the roof trusses, such as the 6x12 headers on the plans for review. O -A �y0 SES S6. Braced wall schedule:. a: ` For the Lower Level braced wall schedule shown on Sheet 1 of. 7, please specify the following on the plans: i. The anchor size and spacing per Section R403.1.6 of the CRC. ii. The washer size per Section R602.11.1 of the CRC. 1 b.) Please note that the reference to the UBC is no longer valid. 'Please revise as needed for review.. S7. -Sheet 4 .and Sheet 5 of 7 -_framing details: Based on the roof truss design, the bearing- supports only occur at the exterior ✓✓✓ O walls. Therefore, the connection at the top of the wall as shown at Detail 24/4 must be provided with a vertical slot or the connector is flexible enough+as:not to. affect the design :deflection .of the truss. - 5 Ger -S b: Stairway framing. i. For the 2x12 stringers shown at• Detail 20/4; •Please specify he minimum depth of the remaining portion of the'stringer ; and provide calculation to.' J clarify th a stringers are adequate for the applicable design' loads for review. j�3 S tt % S W E£ -Y- 4- P F—T k l: to - AD ii. At the bottom of the stairway, please provide detail and calculation to clarify that the fixity is adequate to support the moment created by the applied load of 200 lbs. at the top of the railing in ANY DIRECTION, which governs in the horizontal direction. 12, Q -E•4-4�P—P-S iii. Please specify the lateral bracing for the stairway on the plans for review. S8. Calculation: e7c ISk'G'ET . Please provide lateral design for shear walls, especially to clarify those glu-lam beams above the garage door openings that they are capable of supporting the discontinuous shear walls above. W 0 T�we.�fzs W Please provide calculation for the Uppler Level floor beams and the headers supporting the roof trusses as commented above. C7 Wen_-,; C. For the knee brace shown in the calculation, please provide calculation for the post -� to include the lateral load for the combined stresses of bending and compression. T20-TV'IZ-7 r Page 5 of 5 TRB nle CIO (^CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd CFI R -PRF -01 Page 1 of 7 1',1.7-! 014__-05'8-650-0] S 134 - GENERAL INFORMATION REVIEWED .1.:MN: 0.;. 2017 i 01 01 Project Name Revels Home 03 This building incorporat®s�one or more SpecialFeatures shown,tielow I*! .r '1..yF�--��Py. ;+'yam' SFUiiGtoj GA.R'r102v} '-b r340' 2013 �B.' IAN 12 7017 07 08 Energy Use (kTDV/ft2-yr) . w r- .-o --p s-•-1 ��� ~1 02 Calculation Description Revels Home Percent Improvement Space Heating 03 Project Location Rich Gulch Rd -12.15 TRB AND ASSOCIATES 04 City Oroville Ca 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 20134b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 250 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1020 15 Number of Zones 1 16 Slab Area (f 2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area�(fl) N/A - 21 Glazing Percentage (%) 11.8% COMPLIANCE RESULTS REVIEWED 01 Building Complies witif omputei Performance f C-1 I ("°')i'}n M -4.- r f !, M 1 Y 02 This building incorporates'feat es,that require field -t dlor verificattion by a certifib&HERS irate funder the supervision of a C C -approved HERS provider. JW 03 This building incorporat®s�one or more SpecialFeatures shown,tielow I*! .r '1..yF�--��Py. ;+'yam' 06 07 08 CODE C fill) FOa SERVICES DATE �i? /� �%OMPLIANCE �• nsl�, t W. - -- - Registration Number: 216-N0236248A-000000000-0000 �gistration Date/Time: 2016-06-25 12:48:1 -- CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-06-25 12:10:10 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 27.35 39.50 -12.15 -44.4% Space Cooling 54.76 57.09 -2.33 -4.3% IAQ Ventilation 1.15 1.15 0.00 0.0% Water Heating 55.95 33.94 22.01 39.3% Photovoltaic Offset -- PERMIT 0.00 0.00 — Compliance Energy Total 139.21 E UOCN 7.53 5.4% CODE C fill) FOa SERVICES DATE �i? /� �%OMPLIANCE �• nsl�, t W. - -- - Registration Number: 216-N0236248A-000000000-0000 �gistration Date/Time: 2016-06-25 12:48:1 -- CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-06-25 12:10:10 k CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD �> Project Name: Revels Home Calculation DatelTime: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins • No cooling system included CF1 R -PRF -01 Page 2of7 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • -- None — HVAC Distribution System Verifications: • — None -- Domestic Hot Water System Verifications: • -- None — ..;.. ENERGY DESIGN RATING +--—f...... This is the sum of the annual TDV energy _consumption for energy.use#components�included intheperformance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by'Title 24, Part 6 (such' as domestic appliances,and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system.,, . / Refer`®ncMe Energy Use' Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 23.93- 4 211.49 12.44 5.6% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) L�. BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Revels Home 1020 1 1 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1020 9 Inst. W/H Registration Number: 216-No236248A-000000000-0000 Registration Date/Time: 2016-06-25 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CI SR -03112016-433 Report Generated at: 2016-06-25 12:10:10 W _,CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd CF1 R -PRF -01 Page 3 of 7 OPAQUE SURFACES 01 02 03 04 05 Attic Asphalt RB Roof i 06 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Front Conditioned R19 Wall 250 Front 270 20 90 Left Conditioned R19 Wall 340 Left 354 20 90 Back Conditioned R19 Wall 70 Back 270 35 90 Right Conditioned R19 Wall 160 Right 354 65.02 90 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic Insect Screen (default) B3 646 Back (Back -70) 4.0 OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 Attic Asphalt RB Roof i 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Cathedral Ceiling 1 Conditioned R38 Cathedral Ceiling Front 289 0 2.5 0.21 11.77 0.1 0.85 0.07 Cathedral Ceiling 2 Conditioned j ]I V R38 Cathedral Ceiling,_,,, Back 1 85 1 0 2.5 0.21 11.77 0.1 0.85 0.07 ATTIC ) 1t€tF t` 01 02 it �+++ 03 � F. .. ;� MN I . I) . 051 11 I f � ""► 06 07 08 Name Construction R Type ,�., ,r« Roof Rise RoolReflectance r Roof Emittance Radiant Barrier Cool Roof Attic Asphalt RB Roof i Ventilated ► t- 5-A A% -.A V t 4" TA 0.85 Yes No WINDOWS 01 02 - 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading L1 Window Left (Left -340) -- -- 1 20.0 0.32 0.25 Insect Screen (default) B1 Window Back (Back -70) 2.0 4.0 1 8.0 0.32 0.25 Insect Screen (default) B2 Window Back (Back -70) 5.0 3.0 1 15.0 0.32 0.25 Insect Screen (default) B3 Window Back (Back -70) 4.0 3.0 1 12.0 0.32 0.25 Insect Screen (default) R1 French Door Window Right (Right -160) 3.0 6.7 1 20.0 0.60 0.60 Insect Screen (default) R2 French Door Window Right (Right -160) 3.0 6.7 1 20.0 0.60 0.60 Insect Screen (default) R3 Window Right (Right -160) 5.0 5.0 1 25.0 1 0.32 1 0.25 Insect Screen (default) Registration Number: 216-N0236248A-000000000-0000 Registration Date/Time: 2016-06-25 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-06-25 12:10:10 Q` CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd CF1 R -PRF -01 Page 4 of 7 DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Front Dr Front 20.0 0.50 OVERHANGS AND FINS 01 02 03'—'''—" .�» ;. ,� ':•. r.. ~ mad 05 x F s. 07 ' 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Assembly Layers Overhang Left Fin • Cavity/ Frame: no insul. / 2x4 Right Fin Window Depth Left Dist Up Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up B1 2 1.5 24.5 2.5 0 0 0 0 0 0 0 0 0 B2 2 h, 1.5 11 1.5 0 0 0 0 0 0 0 0 0 B3 2 1.5 4 22 0 0 0 0 0 0 0 0 0 R1 French Door 10 1.5 18.5 12.5 0 0 0 0 0 0 0 0 0 R2 French Door Wood Framed Ceiling 15.5 0 0 0 0 0 0 0 0 0 R3 ,�l0 X1:5 `.f .5 5 M 23 5..-,, t--, 0.-_-, 0, , , 0 ,� 0 0 0 0 0 0 I l . K .' 1! ---1 d i 1 F I I 1 1 I E I E 3 t i 6 �4w*•� ,r••'�S OPAQUE SURFACE CONSTRUCTIONS 01 02 03'—'''—" .�» ;. ,� ':•. r.. ~ mad 05 x F s. 07 ' " C- " .1 - ". Notal Cavity y ZWint®r Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-38 / 2x 12 • Roof Deck: Wood Siding/sheathing/decking R38 Cathedral Ceiling Cathedral Ceilings Wood Framed Ceiling 2x12 @ 24 in. O.C. R 38 0.029 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity/Frame: R -19/2x12 Floor over Gar R-19 Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. R 19 0.044 Ceiling Below Finish: Gypsum Board Registration Number: 216-NO23624BA-000000000-0000 Registration Date/Time: 2016-06-25 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-06-25 12:10:10 r ,, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Page 5 of 7 Calculation Description: Revels Home Input File Name: Revels Home.ribd BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Inst. W/H - 1/1 DHW Standard Inst W/H 1 - none - WATER HEATERS A 01 02, 03 04 05 06 07 08 Pipe Insulation ---w HeaeElement Te _ a _ Tank Volume (gName al Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss Fraction Inst W/H ' Propane,,',,. ' /Small lnstantaneous - ` j 0 `"`, �" ` 0.82 195000-Btu/hr 0 WATER HEATING - HERS VERIFICATION/' 01 02 l)3 M 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHWA,. Distribution Inst. W/H - 1/1 – None — – -- -- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and Cooling Wall Furn -- None None System HVAC System 1 Other Heating andCooling _ Split 14 11.7 None None System Registration Number: 216-N0236248A-000000000-0000 Registration Date/Time: 2016-06-25 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-06-2S 12:10:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD I' Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Wall Furn WallFurnaceGravity - Ductless gravity flowed wall furnace 65 AFUE CF1 R -PRF -01 Page 6 of 7 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification SFam IAQVentRpt 25.2f r i 0:25 1 r-) a Default 0 Required Split 14 11.7 NoCooling -- -- -- -- — IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit �- IAQ CFM-• IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 25.2f r i 0:25 1 r-) a Default 0 Required walar"S NO,. W Registration Number: 216-N0236248A-000000000-0000 Registration Date/Time: 2016-06-25 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-06-25 12:10:10 e CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD + Project Name: Revels Home Calculation Date/Time: 12:09, Sat, Jun 25, 2016 Calculation Description: Revels Home Input File Name: Revels Home.ribd CF1 R -PRF -01 Page 7 of 7 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin Alvis Company: Signature Date: M & T Energy Analyst 2016-06-25 12:47:16 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 .530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT 1 certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Businessland Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. P 3. The building design features o system sesignfeatu� es tl tified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submittedto-,the enforcement agency,.for approval,withtth s.building permit application. Responsible Designer Name: IW�\ L I I Lt Responsible Designer Signature. BARRY RUBANOFF Company: J / tr Date,Signed: BARRY RUBANOFF 2r6 -042V2:4:17 1 Address: License: PO BOX 1123 n/a City/State/Zip: Phone: Berry Creek, CA 95916 530-589-4102 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216N0236248A-000000000-0000 Registration Date/Time: 2016-0625 12:48:17 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-06-25 12:10:10 Suzanne Revels ` Rich Gulch Road r Oroville, Ca: 95965 • 1 w �tl � 'Y .tiY ` _ rn _ t t91 0 m CA MiTek® - MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Revels S Fax 916/676-1909 Revels—S i The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R50145750 thru R50145750 My license renewal date for the state of California is March 31, 2018. , f • QRUrwzi/1 jEOpOCIDs c, C 75435 FC m EXP: 03/31/2018 ` f _ C. lF0 0� - 14144 March 31,2017 Teodosescu, Eduard X 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. ' Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/d Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T, I, or Eliminator c1-2 c2a bracing should be considered. WEBS sae 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� 3 �y� 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U .b y = designer, erection supervisor, property owner and plates 0-'0-6' from outside a- �' u U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 co- csa O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI I. Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is.to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords, must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with HIE project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Q ( MiT- is not sufficient.� BCSI: Building Component Safety Information. V R\® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheei: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Revels -S I/defl Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase1,15 ,750145750 I REVELS S AID GABLE 2 1 I truss designed for 1200 lb. drag TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.01 Job Reference optional) tnaeavor nomes, urovnie, u,v aonao -au s uur L N I a ml l e6 muumnes, IOC. I rutin ID: NyH4LcZUGxNyC_ajwMxWF Wz4_Oi-8reDTPw72DXSO4rkmkUQuljpD5wupYpO2YOahDzVgDA 17-0-0 34-0-0 i38-0.0 , 2-0.0 17-0-0 17-0.0 20 Scale = 1:62.4 J d 4x4 = 5.00 12 - 14 15 16 - •51 50 49 48 47 46 45 44 43 42 41 46 39 38 37 36 3534 33 32 31 30 29 28 ..__ 3x4 = 3x4 = 17-0-0 I 340.0 17-0-0 17-0-0 Plate Offsets fX.YL• 123:0.2-8,0-3-01 7l$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase1,15 TC 0.36 Vert(LL) 0.00 27 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.01 27 n/r 90 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 37 n/a n/a March 31,2017 BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight: 216 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 .. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std be installed during truss erection, In accordance with Stabilizer REACTIONS All bearings 34-0-0. (lb) - Max Horz 2=124(LC 33) Max Uplift All uplift 100 Ib or less at joint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 37, 35, 34, 33, 32, 31, 30, 29, 28 except 2=3711 (LC 36), 26=-366(LC 37) Max Grav All reactions 250lb or less atjoint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 37, 35, 34, 33, 32, 31, 30, 29, 39 except 2=527(LC 25), 28=255(LC 16), 26=536(LC 22) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-737/721, 34=632/616, 4-5=-567/564, 5-7=517/509, 7-8=460/454, B-9=-403/405, 9-10=3461371, 10-11=289/338, 11-12=232/305, 12-13=175/272; 16-17=-131/257, 17-18=178/288, 18-19=225/321, 19-20=276/355, 20-21=-326/388, 21-22=377/421, 22-23=431/454, 23.24=481/487, 24-25=549/531, 25-26=-688/662 BOT CHORD 2-51=-626/684,50-511=532/590, 49-50=-480/539, 48-49=-438/496, 47-48=-391/449; 46-47=344/402, 45-46=297/355, 44-45=249/308, 43-44=-202/261, 34-35=226/285, 33-34=273/332, 32-33=320/379, 31-32=367/426, 30-31=-414/473, 29-30=-457/516, 28-29=509/567, 26-28=627/681 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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=37.0 Category II; Exp C; Fully Exp.; C11=11.11N9� �OFESS/0 �Q TE000 psf (flat roof snow); �� O F tiC 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for live load �� Q� tS� C- greater of min roof of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs OJ tP� m Ci %5435 non -concurrent with other live loads. W C rn 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. EXP. 03/31/2018 8) Gable studs spaced at 1-4-0 oc. - * 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 'OFCAL� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45; 44, 43, 41, 37. 35, 34, 33, 32, 31, 30, 29, 28 except (jt=1b) 2=371, 26=366. March 31,2017 Continued on Daae 2 ®WARNING- Vedry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111.7473 raw. 10/03,7015 BEFORE USE. Design valid for use only with Mrrek® 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 vedy the applicability of design parameters and property Incorporate this design Into the overall �►A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0 - /16 2. Truss bracing must be designed by an engineer. For T I 1 2 3 TOP CHORDS ci-s c2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS �aq 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �'� 3 ��� O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a = designer, erection supervisor, property owner and plates 0 Al' from outside �' CILU all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. c7 -e C6-7 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each ' This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. - 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless olherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structurol consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS . indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size. and , in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, by text in the bracing section of the. 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 0. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of on engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - - - — — environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Revels S a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 850145750 REVELS S A10 GABLE 2 1 truss designed for 12001b. dreg 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 e e ce o bona ob Reference Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries. Inc. Thu Mar 30 16:01:08 2017 Page 2 ID: NyH4LcZUGxNyC ajwMxWFWz4 OitlCchlxlpXfJOEQxKR?fQVG zVG7Y?3YGC17EfzVgD9 NOTES 12) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 35.3 pB. } LOAD CASE(S) Standard 1 A% WARNING - Veft deilgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 100.7/20/15 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 design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mp k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the le fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI11 Quality Criteria, DS&89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x, y FOIIUfe t0 Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 „ 2. Trus bracing must be designed by an engineer. For 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or aBemative T, I, or Eliminator C1-2 _C24 bracing should be considered. 4 3. Never exceed the design loading shown and never inadequately braced trusses. p, stack materials on locate O •� ;3 O ;XZ 4. Provide copies of this truss design to the building designer, For 4 x 2 orientation, b U erection supervisor, property owner and interested plates 0 -'Ag' from outside a- �`° u all other parties. edge of truss, p 5. Cut members to bear tightly against each other. c7-8 csz cs- BOTTOM CHORDS 6. Place plates on each face of truss at each This -symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless. expressly noted, this design is not applicable for _ use wth fire retardant, preservative treated, or green lumber. The first dimension is thelate p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. •10. Camber is anon -structural consideration and is the width measured perpendicular 4 X ' - responsibility of truss fabricator: General practice is to to slots. Second dimension is ""` ` comber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: - 12. Lumber used shall be of the species and size, and ' in all respects. equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B; by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — - - - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 r•,1r. Boa: Revels S 'y�_�,�;.` 601 ® LOCATION: Oroville, Ca.r�rr ICI Ifek TRUSS ENGINEERING j ' 655 Cal Oa k,-Rd.3 #� ` ° •� =;f'� '} Y f POWER TO PERFORM. '" - S+Nr...JC a �4 P' 4•aF} P.O. °Box 194�X'.� MiTek Industries, Inc. RECEIVED Oroville, Ca �9596s5 f`7f 4' a, 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 JAN ' 2 2017 Phone:(530)534=03�.� � � w t. Phone:(916)676-1900 Fc •Fax:(916)676-1909 TRB AND ASSOCIATES = .. s r=-(530)534L 26 'I 51'1-i';sl+ `lljt (7�t.� �.; 1,:' '(3� tr�f [tr' j :x ��1 �_ .��i % w• _ •-_ _ .... .TF tie„=i > �`,� s.�.` 'R y'J ,:.J:'•�r ° 1 j2('Ell 04.3. 1013 r.L.� ► LUMBER ► HARDWARE are � t ;• i{ i /f,. .'. � {�L.. - t�}''r* �r_ ► STOCK PLANS ► CUSTOM DRAFTING V ' ►' TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 4MEN - WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. REVIEWED IEWED This Image was created with �:_ � COMPLIANCE � eWARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. -� FOR CODE COMPLI,• '�.=r• f�. , APR -12 2017_ �;... TIMBER PRODUCTS • * 1. , . ,- •� TRUSSES REQUIRE EXTREME CARE IN HANDLING TRB AND ASSOCIA INSPECTION TES BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS �� a 105 S.E. 124th AVE.AVE MAY CONTAIN MOLD SPORES, THE PRESENCE OF �! 7 ” Vancouver, Wa. 98684'-�*�' WILL NOT BE CONSIDERED A DEFECT BUTTE COUNTYDEVELOPME NT SERVICES �� Phone: (360)449-3840 .� t REVIEWED FOR ® Fax:(360)449-3953 { coD COMPLIANCE' r. �' BY�DATE/ tt� RUN ,A t s ,4v fir• Suzanne Oroville;Ca 95965 ,,.X� .. �_:th�05r�.n. r�f.1�� t . SN..t �. •. 0 1 T ��' ?: ' f °4:1�f �N�r ; �d 7 y Y,+•+�,NT MA� ,a. , �,� , raW uY '� a �` s.+.£=•f y, 9 V, Ml • n x.•3• .n °t '� �Y° A -Ci T� "9a y, �f�' za• J� . G��: 4a. � `et°C •fr,A,f� � _ Y,t.® j�". 4 �i;,'. � { lC:di- `�'�}� vµ Yr .F�"� •'.-� '4 t.,. !I� �%k� Y{ �fi`a�:,ti 4` r MiTek USA, Inc. 7777 Greenback Lane p� ` ` ' I Suite 109 ��"; + ;' • Citrus Heights, CA, 95610 • ' Telephone 9161676-1900 Re: Revels_S , Fax 916/6761909' s ;, -Revels S' I , ,y"�,}:�.+•ter — _ s • The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R47946165 .th.ru R47946.169 My license renewal date for the state of California,is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,pFESS/pN , IEODO wC 75435 c mOf r * EXP. 03/3112018 S4 CIV1� July 26,2016 . . Eduard, Teodosescu 1 2 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use'of this component for any particular building'is the" i responsibility'of the building designer, per ANSI/TPI 1. _ ', Symbols Numbering System A General Safety Notes, PLATE LOCATION AND ORIENTATION 3 • Center plate on joint unless x, y /4 Failure to Follow Could Cause Property offsets are indicated.6-4-8 dimensions shown in ft1n sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss PP Y P and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, B otways required. See BCSI. 1 0 /16 1 2 3 2. Trus bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or oftemative T, I, or Eliminator CI -2 C2.3 bracing should be considered. WEBS 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �•� 3 4. Provide This truss design to the building For 4 2 locate �y3 U 0 copies of designer, erection supervisor, property owner and x orientation, >b all other interested plates 0-'Ae from outside o- �' u a parties. edge of truss. O 5. Cut members to bear tightly against each other. e . 6. Place plates on each face of truss at each cs 6 BOTTOM CHORDS This symbol indicates the'oint required direction of slots in." 8 7 6 5 and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from 'Plate • ��": the environment In accord with ANSI/TPI t. ;n ' location details available in MITek 20/20 sattWar@ or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. PLATE SIZE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable fofus• use with fire retardant, preservative treated, or green lumber.` The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General proctice,ls t`o'•'-ty • �;�4 to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. PRODUCT CODE APPROVALS 11. Plate type, size, orientation and location dimensions,';}v indicated ore minimum plating requirements.S' LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, rind in all respects. equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243,9 . 604B, specified. h ` by text in the bracing section of the 95-43,96-31, 9667A 13. Top chords must be sheathed or purlins provided,at'�,A,�,• (. N indicated design. " fi' 'ori Vit. output. Use T, I or Eliminator bracing NER-487, NER-561spacing on ;» .- .. w• if indicated. 95110, 84-32, 96-67, ER -3907, 9432A'� 14. Bottom chords require lateral bracing at:10 ft. spacing,; r -a. or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections the responsibility of others.t s Indicates location where bearings not shown are 16. Do not cut or after truss member or plote Wthout priorqi., + t * *+ T y (supports) occur. Icons vary but © 2006 Mitek® All Rights Reserved approval of on engineer. r b; fr reaction section indicates joint'-`` Fl number where bearings occur. 17. Install and load vertically unless indicated othervnse a 4'ti �� ® ....r.. 18. Use of green or treated lumber may pose unacceptable` t . environmental, health or perfomwnce risks: Consult with r" , + Mal project engineer before use r, �� Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. ® . �Y1 t C •`� 19. Review all portions of this design (front; back, words, �; 'T: and pctures) before use. Reviewing prctur9s aloane, is not sufficient. DSB-89: Design Standard for Bracing. Information, MiTek ; �' ^ 20. Design assumes manufacture in oo�c�cc5id w�th�T#5 • `�s BCSI: Building Component Safety Guide to Good Practice for Handling, Installing & Bracing of Metal Plate POWER M PERFORM." once ANSI/TPI 1 Quality Criteria 'r;-;' r Y �" �,•a�� �M Connected Wood Trusses. Mek Engineering Reference Sheet: Mll-7473 rev. 10208 ; ;r c V. ..°,•S._ R. WN - - � ' z.- f?;.}, fisc Ja Truss TrussType F. Oty y, Revels_5 170 �' 7 1PI �yy,Ff R47946165 ' REVELS 3.. k A70 GABLE ' .id, - 2A _,,.;1 - Job RefererSce'o'floral enaeawr nomesr-. , vumwne, ua, uoeoo r>.n.. . C -2-0-0 17-0-0 . 170 SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 s.00 F12 Vert(LL) 67_ 27 n/r ati F. ID NyH4Lt 17-0-0 4x4 = 14 15 16 2-0.0 ' Scale = 1:62.4 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 = 3x4 = 71$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 27 n/r 120 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.01 27 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 26 n/a n/a BCLL 0.0 ' Rr.ni 10.0 Code IBC2012ITP12007 (Matrix) Weight: 216 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34-0-0. (lb) - Max Horz 2=124(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 37, 35, 34, 33, 32, 31, 30, 29, 28 except 2=11 114(1-C 10), 26=-11 O(LC 10) Max Grav All reactions 250 Ib or less atjoint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 37, 35, 34, 33, 32, 31, 30, 29, 39 except 2=411(LC 15), 28=255(LC 16), 26=422(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=34ft; eave=2ft; Cat. !I; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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=37.0 psf (flat roof snow); Category II; Exp C; Fully 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 37.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 38, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 37, 35, 34, 33, 32, 31, 30, 29, 28 except (jt=lb) 2=114, 26=110. LOAD CASE(S) Standard O9EyOFESS/0�,� j EODO 1�2c LU w C 75435 sC m Of X 1 * EXP. 03/31/2018 OF July 26,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 10/03/2015 BEFORE USE. Design valid for use only vAth MfTekm connectors. This design is based only upon parameters shovm, and is for on Individual building component, not . a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing le 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/1P11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols y Numbering S g y stem !' A General Safety Notes M .oE PLATE LOCATION AND ORIENTATION 3/e Center plate on joint unless x, y Failure to Follow Could Cause Property Damage Personal Injury offsets are indicated.6-4-8 Dimensions are in ft -in -sixteenths. dimenmons shown in ff1n sixteenths (Drawings not to scale) or -Y Apply plates to both sides of truss fully embed teeth. 1. Additional stability bracing for truss system, e.g. C: and i n �' h diagonal or x -bracing, is otways required. See BCSI. 2. Truss bracing must be designed by an engineer. For i. braces themselves 6 1 2 3 wide truss spacing, individual lateral kf TOP CHORDS may require bracing, or afiemative T• 1, or Eliminator C1-2 C2-3 bracing should be considered. 4 o WEBS cao 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. t For 4 x 2 orientation, locate O•� ; �r� 3 y 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and ` -' r. U >p = ail other interested parties. plates 0 -'Aa' from outside a- edge of truss. 0 5. Cut members to bear tightly against each other. C5.4 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 ioint and embed fully. Knots and wane at joint 1. required direction of slots in ocaiions are regulated by ANSI/TPI connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.' - ' Plate location details available in MITek 20/20 software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT. 9. Unless expressly noted, this design is not appficable fore: PLATE SIZE use with fire retardant, preservative treated, or green iumtier.` xl y The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the.' r It 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice u io to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimens ons LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements . ICC -ES Reports: 96048, 12. Lumber used shall be of the species and size, on. r in all respects, equal to or better than that .• «• , 3: specified.: Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13 Top chords ds must bsheathed or purrinss pyrMoyded<ai cins on sr § y c,•' ",- �;,.�v if indicated. 95110, 84-32, 96-67, ER -3907, 9432A' - ' " • AV i 14. Bottom chords require lateral bracing at X10 ft; spacing, i BEARING'° or less, if no ceiling is installed, unless otherwise noted. , 15. Connections not shown are the responsibility of others:�� < "' Indicates location where bearings 16. Do not cut or atter truss member or pte;;�fl houi pnor:� (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. sti :fie rs%�t reaction section indicates jointxr: number where bearings occur. 17. Install and load vertically unless indicated otherwise �• t + 18. Use of or treated lumber may pose unacceptable + �� ® o o - -^ I green 4, •_ environmental, health or performance nsks. Consult with ys4hyy s; project engineer before use ,'3"uVs:,"$K c ' :""1 y a _�. t'ri �`` Industry Standards: ANSI/TPI l : •National Design Specification for Metal +. r 19. Review au portions of this design (front back. words ,� }, and pictures) before use. Reviewing pictures alone :M 2r} Plate Connected Wood Truss Construction. ® MiTek is not sufficient. ",_ e ' 4 DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, - -y-� t 20. Desi n assumes manufacture in accordance wish .' s .., �. Cnt Guide to Good Practice for Handling, Bracing Metal Plate POWER ra PERFORM." ANSI/TPI 1 Quality ena ` Installing & of Connected Wood Trusses. M1ek Engineering Reference Sheet: MII-7473 rev. 14'08 , • _ y` �� ".'�r # I Job` ti Truss Truss'rype xx '-, ag# a Qty f t A Revels s :�,� ,7�o-'y(+ iS�e.r- R47946166 REVELS�S A71 SCISSORS �,,.. JOINTS TCLL 37.0 SPACING 2-0-0 I � � 1c • 7` +:' mo? Endeavor Homes, Oroville. CA 95965 404? " -2-0.0 • 4-10.14 8-1' z -o 0 3 4-10-14 a0 „ 'A, Vert(LL) 1+ 1;�K/. e i :. ' ..moi.' , • - MT20 µ TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -1.45 14-15 >277 240 MT18H 220/195 0.0 ' Rep Stress Incr 1 Ox16 11 I Job` ti Truss Truss'rype xx '-, ag# a Qty f t Ply Revels s :�,� ,7�o-'y(+ iS�e.r- R47946166 REVELS�S A71 SCISSORS �,,.. JOINTS TCLL 37.0 SPACING 2-0-0 , � � 1c • 7` +:' Job Reference o /Iona/ di, t. !'. • 1 ,t! 9¢#. 'a5_ %'!! 7.430 s Jul 25 2013 MITek i i * � sID NyH4LcZ664i _ajwivixWFVVz4 Oi-z9Zhv_ 12 11 10 17-0.04 i '21.0-8' " 25.0.12 231 e ----�I 4 0.8� � f t� 4-0£ 40-6 4-0-6 4-0.6 a 1x 4x6 I I GMr'_'_ 6 Inc. Mon Jul 25 16:06:31 2016 Page 1 iPKHMUOhTDu017fNypseglGmglyuS 6 4-10.14 2-0.0 Scale: 3/16"=1' 1.5x4 II 1.5x4 II 4x6 1.5x4 II r 410.14 8-11-4 12-11-10 17-0.0 21.0-6 250.12 231-2 34-0.0 LOADING (psf) BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF No.t&Btr'Except' BOT CHORD 10-19:2x4 DF No.2 WEBS 2x4 DF Std 'Except' JOINTS TCLL 37.0 SPACING 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP (Roof Snow=37.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.79 14-15 >507 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -1.45 14-15 >277 240 MT18H 220/195 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.88 10 n/a n/a M18SHS 220/195 .CLL Code IBC2012rrP12007 (Matrix) Weight: 201 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF No.t&Btr'Except' BOT CHORD 10-19:2x4 DF No.2 WEBS 2x4 DF Std 'Except' JOINTS 6-15,19-20,21-22: 2x4 DF No.2 REACTIONS (Ib/size) 2=2121/0-5-8 (min. 0-2-3), 10=2121/0-5-8 (min. 0-2-3) Max Horz 2=124(LC 9) Max Uplif112=290(1_C 10), 10=290(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7436/668, 3-4=-7197/684, 4-5=5805/556, 5-6=-4785/449, 6-7=4783/449, 7-8=-6127/577, 8-9=7168/683, 9-10=-7446/669 BOT CHORD 2-18=-546/6834,17-18=-558/6871,16-i7=515/6689,15-16=-349/5415, 14-15=-363/5645, 13-14=518/6724,12-113=-558/6873, 10-12=-546/6843 WEBS 6-15=-254/3215,7-15=1643/184,7-14=-47/776, 8-14=-1086/152, 8-13=0/262, 5-15=-1359/165, 5-16=30/517, 4-16=-1406/173, 4-17=-13/522 Structural wood sheathing directly applied or 1-9-4 oc purlins Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 2-2-0 oc bracing: 16-17. 1 Brace at Jt(s): 13, 12 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuH=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category Il; Exp C; Fully 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 37.0 psf on overhangs �oQR()FESS/�N� j EooO non -concurrent with other live loads. 5) All are MT20 unless otherwise indicated. O S plates plates 6) All are 3x4 MT20 unless otherwise indicated. h C GOJ plates tp o 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ( C 75435 n f^ 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will WC M W- fit between the bottom chord and any other members. EXP. 03/3112018 9) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 9) * capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=290, s1 10=290. 9TF�FCAU. LOADCASE(S) Standard July 26,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -7473 rev. 10/03/2015 BEFORE USE. RRR 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 He is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/1P11 Ouatity Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Sults 109 Citrus Heights. CA 95610 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y indicated. 6-4-8 Failure to Follow Could Cause Property Damage or Personal Injury offsets are Dimensions are in ft -in -sixteenths. dimensions shown in ft -in -sixteenths (Drawings not to scale) F Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is otways required. See BCSI. T n 0-14 ' h 6 1 2 3 2. Tres bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves moi" TOP CHORDS may require bracing, or aBemafive T, 1, or Eliminator - T bracing should be considered. T c1-2 C2-3 4 p Ct, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. + rf• • s O3 rX 4. Provide copies of this truss design to the building Y designer, owner and',t O� For 4 x 2 orientation, locate U sb h P erection supervisor, property interested i 0AAplates 0- na' from outside a d.� all other parties. . ' edge of truss. 5. Cut members to bear tightly against each other. 1 C7-8 c6_7 CZ -6 O BOTTOM CHORDS 8 7 6 5 •, This symbol indicotes the 6. Place places on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. ; k : connector plates. 7. Design assumes treses will be suitably protected from the environment in accord with ANSI/TPI 1.;r Plate location details available In MfTek 20/20 software or upon request. I 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO shall not exceed 19% at time of fabrication. THE LEFT. 9. Unless expressly noted, this design is not applicable fo 3ti PLATE SIZE use with vire retardant, preservative treated, or green lumber.. 5 The first dimension is the plate width measured perpendicular 4 x 4 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the'.t�`: responsibility of truss fabricator. General practice B -to'. , i3 to slots. Second dimension is camber for dead bad deflection. the length parallel to slots.' `x 11. Plate type, s¢e, orientation and location dimensid'.s." � 7 ti PRODUCT CODE APPROVALS indicated are minimum plating requirements " a z,. LATERAL BRACING LOCATION; ICC -E$ Reports: �; rte• 12. Lumber used shall be of the species and size;,and w Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, in all respects, equal to or better than that ; tr +f�`�; specified. t c .iw zy. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided,at k ,r+.S=• ,,' 'f� ,r� spacing indicated on design. �y xa `': output. Use T, I or Eliminator bracing NER-487, NER-561 �•�� if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft'"spacing, � r - BEARING or less, if no ceiling is installed, unless otherwise noted:,," r= r viz 15. Connections not shown ore the responsibility of others. ,r; Indicates location where bearings 9 16. Do not cut or after truss member or plate vathout "F ,.`r,. (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. car ,tf �w ha 4 ` reaction section indicates joint number where bearings occur, w` 17. Install and load vertically unless indicated othervnse: 18. Use of green or treated lumber may pose unacceptable health Consutl i; titenvironmental, _ - — or performance risks: with' jou project engineer before use.:- 7-' 44 Industry Standards: ANSI/TPI1: National Desi n S eciflCatlOn far Metal g p 19. Review all portions of this design Ifront'back. words •, K Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ® MiTek es alone and pictures) before use. Reviewing.picturt+ is not sufficient. y M F SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance vnth Guide to Good Practice for Handling,ANSI/TPI POWER r -O PERFORM.'"' 1 Quality Criteria. 6''' �yz i =?' 4.' a•&, +* rt•� �•sx Installing & Bracing of Metal Plate tk Connected Wood Trusses. MTek Engineering Reference Sheet: Ml1-7473 rev. l0-'08 :i: i5s:d ,� •., tel; 4 t .. Job �►{ y1/,,• Truss rpt- ;t',-,,,7 'R,��+^s,i,R47riyi*i6: Truss TYPe �' r,L3L;�: S a vy'�ryFl," '- p Qty,g, Ply„ velss • •ar `1`4gyr "''> C; 7 J -_ .,:r. r CSI t r , i+, f +Sr .a 6� 5"S311'�e ! '{ .sr}) ,Job i'i ry . ,✓"' Refererice o�borial . ' Omvllle 5 Jul 25 2013 MITek Industries, Inc. Mon Jul 25 16:06:32 2016 Pagel , +:L•.,. '+. ,.-'`atl»%asg'x�� ,IP AL p",'. +IDNyH4LcZl`JGxNyC_ajwMxWFWz4 Oi-RL747JtkF1k4jZvTwBXw?ORbPXIyhJzn3h7KMkyuS_5 ... ft* f1-3 Raft.:n 'tL".]Tf1: 11{x10' -r. -e 17-0=0#•f°'�•.'r 2Z 27.10.13 ,I 34-0-0 i36-0-0 l +. •• sit 6=1-3 hr ..a�p�,• Or 15.5,E-6+-�(fi,Y ".r � � 5-S��6�,•Y'ya*'` f�''.'+^'� 5.5.6 r SS6 , .6-1-3 • 2-0.0 r r4 Jtt7 Scale 1:62 4. ,�� � �� .Y'X! wL r, a '�'i� '3�,•t �i r�'r j = .q-.• 4 �S' 'f �yhrl. k.'s'v. t.sa• r' t a�'i/ , 4x12 a i"4.2xi,µ� sr"a»g s1 �1 a to r.. a.- . � �' � • � 5.00 12 r 5 • 1.5x4 II 6x8 = 1.50 II 1$ 6x8 = 1.5x4 ` f , !:§:.I -o17-0-0 +. 22-5-6 27-10.13- 6.1-3 5-5.6 5-5-6 5-5.6 5.5-6 Plate Offsets (X,Y): (2:04-2,0-1-81, [3:0-30,Edgel, [7:0-3-0,Edgel, [8:0-4-2,0-1-81, [11:D-3-4,0-301, [13:0-3-4,0-3-01 LOADING (psf) I TCLL 37 SPACING 2-0-0 r CSI DEFL ' in (loc) I/deft Ud PLATES GRIP ' '0 (Roof Snow=37 0) Plates Increase 1.15 TC 0.70 t Vert(LL) -0.26 11 >999 360 • • MT20 , 220/195 ` TCDL 10.0 Lumber Increase' 1.15 BC 0.80 Vert(TL) -0.49 11-12 >816 .240 y BCLL 0.0 ' Rep Stress Incr YES WB 0.43 r Horz(TL) 0.18 8 n/a n/a r y Code IBC2012/TPI2007 (Matrix) r f Weight: 169 IbRrQI FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. BOT CHORD 2x4 DF No.2 - - BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 DF Std 'Except' MiTek recommends that Stabilizers and required cross bracing 511,513: 2x4 DF No.2installed during truss erection, in accordance with Stabilizer 1 Installation quide. REACTIONS • (Ib/size) -2=2121/0-58 (min. 0-2-4), 8=2121/0-5-8 (min. 0-2-4) Max Horz2=124(LC 9) Max Uplifl2=290(LC 10), 8=-290(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4035/411, 34=3311/389, 4-5=-3366/463, 56=3366/463, 6-7=3311/389, , 7-8=-4035/411 _ BOT CHORD 2-14=291/3593,13-14=-293/3589,12-13=101/2265,11-12=-101/2265, 10-11=-293/3589, 8-10=-291/3593" ' WEBS 5-12=0/288, 5-11=176/1454, 6-11=739/140, 7-11=695/97, 513=-176/1454, 4-13=739/140, 313=-695/97 NOTES J 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. a 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 37.0 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. ' �OFESSIQ �QQ N9� T E000 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 = 10.0psf. , �� O F2 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joints) except at=lb) 2=290, plate 8=290. _ w C 75435 • LOAD CASE(S) Standard [ * EXP. 03/31/2018- FOFCP&W r July 26,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only wth MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, notatruss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingWe! Is atwayz required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Het hts CA 95610 Symbols Numbering System General Safety Note N PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/; Center plate on joint unless X. y offsets are indicated. 6-4-8 dimensionss hown in t14r-,sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss I . Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 0 16 1 2 3 TOP CHORDS wide truss spacing, Individual lateral braces themselves may require bracing, or alternative 1. 1, or Eliminator C1-2 C2-3 bracing should be considered. WEBS 4 o cl 4 3. Never exceed the design looding.shown and never slack materials on inadequately braced trusses. 0 T 0 4. Provide copies of this truss design to the building erection supervisor, owner and For 4 x 2 orientation, locate property interested plates 0 -'Ag' from outside 3designer, CL U all other parties. edge of truss. 0 a - 5. Cut members to bear tightly against each other. A. I - C7 8 Q6-7 C5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol inclicotes the" required direction of slots in. 8 7 6 5 oint and embed fully. Knots and wane at joint iocations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber p�.a software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. rt AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable fi--794A use with fire retardant, preservative treated, or green:16ffib The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 4 NUMB ERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum requirements BRACING LOCATION PRODUCT CODE APPROVALS plating tr Al' 'an LATERAL ICC -ES Reports: .12. Lumberused shall be of the species and size.. in all respects. equal to or better than that, -?4"" Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, - specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins eroded at spacing indicated on design. if indicated. R 95110, 84-32, 96-67, ER -3907, 9432A . acin 14. Bottom chords require lateral bracing at 10 spacing, BEARING or less, if no ceiling is installed, unless otherwise noted.- _ .rte Indicates location where bearings rsupports) occur. Icons vary but 0 2006 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others-.,,, 16. Do not cut or after truss member or pf&!="!ih6-6t poorv approval of an engineer. eaction section indicates joint 17. Install and load vertically unless indicated otherwise.* number where bearings occur. 18. Use of green or treated lumber may pose unacceptable ri environmental, health or performance risks. Consuft with _4 -, ; Is[ project engineer before use , T'.- . Industry Standards: ANSI/TPI I: National Design Specification for Metal 19. Review oil portions of this design �;onf'b&k. and pictures) before use. Reviewing; pictures alone Plate Connected Wood Truss Construction. is not sufficient. 47 DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, MiTek manufacture in accordance 20. Design assumes monuto�4 K16 Guide to Good Practice for Handling, POWER r97 PERFORM." ANSI/TPI I Quality Criteria. & Bracing of metal Plate Installingted Connec Wood Trusses. -7473 rev. 10208 MiTek Engineering Reference Sheet: Mll JoD Z+c^ i ,q a yj `f 4�K 9 +ad'�"f Truss 7� + ,�y ��'�,'.:`• Truss Type t'•'Rj�'!S'. �j ��iVELS;aS Qty Y� 40, c. 2.50 12 ' '1tl}y".�G�'+ a.f.G 31,. Fty, G�1 "Y`.i:y.,a�.u..�',. 141 Y�i' 1:x.. ob:Reference(oPtionall,.`.. ,17-0.0 - .• -• r' 3x4 6 r 'T YyK1'�>, }r >�rr s' • c. 2.50 12 ' I 3x4 = 11, 12 13 F Scale = 1:36.6 ' �I 14 `„icehrkti - .• -• r' 3x4 6 r ' t:4 - .. c 4µ 3x4 = -. , 32 31 30 _ 29 28 27 '26' 25 .24 23 22 21 20 19 18 5x5 WB 1 , • - 22-M 223.8 Plate Offsets (X,Y): [12:0-2-0,Edge), [24:0-2-4,0-0-41 LOADING (psf) SPACING 2-0-0 CSI t DEFL in (loc) I/dell ' Ud PLATES GRIP r TCLL 37.0 '(Roof Snow=37.0) Plates Increase 1.15 TC 0.41 - -. Vert(LL) n/a - n/a' • 999 MT20 220/195 f TCDLw 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 t Horz(TL) -0.00 18 n/a n/a RCni 10-0 Code ISC2012/TP12007 (Matrix) . Weight: 104 Ib FT = 20% LUMBER • YP BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. I • WEBS 2x4 DF No.2 a BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std ' MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer 1 Installation guide. 'REACTIONS All bearings 22-3-8. (lb) - Max Horz 1=107(LC 9) 1 Max Uplift All uplift 100 Ib or less at joint(s) 1, 18, 30, 29, 28, 27, 26, 25, 23; 22, 21, 20, 19 except , 32=-132(LC 6), 31=-208(LC 1) 'I ' Max Grav All reactions 250 Ib or less at joint(s) 1, 18,'31, 30, 29, 28, 27, 26, 25, 23, 22, 21, 20, 19 except ` 32=735(LC 14) ` FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " WEBS 2-32=538/154 ` NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) TOLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1:1 4) Unbalanced snow loads have been considered for this design. i 5) All plates are 1.5x4 MT20 unless otherwise indicated. ' ?,QFESS/0 .6) Gable requires continuous bottom chord bearing. j EOOO 9��2 ; Gable studs spaced at 1-4-0 oc. a 8) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any live loads. O psf other - 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 will SQL 1r� fit between the bottom any —Cli J ff (D chord and other members. - r o C 75435 M 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 18, 30, 29, 28, 27, Lu W t= M - 26, 25, 23, 22, 21, 20, 19 except Ut=1b) 32=132, 31=208. t EXP. 03/31/2018 .r LOAD CASES) Standard I + July 26,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. a• Design valid for use only vrith MTeW 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 1 V II ISG • r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - - y Suite 109 _ Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes►i PLATE LOCATION AND ORIENTATION` 3/; Center plate on joint unless x, y /4 Failure to Follow Could Cause Property, t , offsets are indicated. 6-4-8Damage dimensions shown in ft -in -sixteenths s or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of 1rUSS �+ 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See BCSI. t ,� �' 3 2. Tans bracing must be designed by an engineer. for tnra Individual lateral braces themselves 2 TOP CHORDS wide spacing. may require bracing, or alternative T, I, or Eliminator c1-2 c2a bracing should be considered. ayx� o 3. Never exceed the design loading shown and never i stack materials on inadequately braced trusses.Q O�•;; r0' 7WXEBSc`2v4 4. Provide copies of this truss design to the building. designer, erection •. For 4 x 2 orientation, locate U eb = supervisor, property owner and interested plates 0- W, from outside a �' U all other parties. edge Of 1RJ55. 0 CL 5. Cut members to bear tightly against each other. ` C7,8 06-7 C11" O BOTTOM CHORDS ' 6. Place plates on each face of truss at each and embed fully. Knots and wane at joint This symbol indicates the . required direction of slots in • 8 7 6 5 �oint orations are regulated by ANSI/TPI 1. .L connector plates. r G 7. Design assumes tenses will be suitably protected from '. the environment in accord with ANSI/TPI 1. ky ` ' Plate location details available In MiTek 20/20 software or upon request. B. Unless otherwise noted. moisture content of lumber i= i, ' + JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO t`r PLATE SIZE THE LEFT. 9' Unlesspp;_ with time retardant, notedpreservthis ative ve irea en is not apd,ficuDleor green lumb"er. m The first dimension is the late P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. - 10. Camber is aHort-structural consideration and is the responsibility of truss fabricator. General B to 4 x 4 width measured perpendicular to slots. Second dimension i5 practice camber for dead bad deflection. - `t '��" the length parallel to slots. g P 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. r = .t LATERAL BRACING LOCATION*' ICC -ES Reports: ESR 1, ESR ER 96048, 12. Lumber used shall be of the species and size, and • ; .� in all respects, equal to or better than that specified. ' +T ~ w r, _ Indicated by symbol shown and/or -131 -1352, -5243, r by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purfins provided at•' , spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A ^' 14. Bottom chords require lateral bracing at 10 ft..spacing, rig' BEARING or less• if no ceiling is installed, unless otherwise noted'' - Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others: 16. Do not cut or after truss member of plate without poor -'IVY approval of an engineer. tf ja _ �� ® reaction section indicates joint bearings of 17. Install and load vertically unless indicateded otherrhse., number where occur. I B. Use of green or treated lumber may pose unacceptable aft;tiY'� Consult with R Industry Standards: • environmental, health or performance risks. < project engineer before use. •_'' t � '" S ., K j4 � '"v 1 '; 19. Review all portions of this design (front bock. words ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. MiTek use. Reviewing•pictures alone and pictures( before s not sufficient i" , ': • • "" .� . , '• .����-'�", 20Design assumes manufacture in accordance with BCSI: Building Component Safety Information, . l cauaritycriteria i7: Guide to Good Practice for Handling,ANSI/TPI POWER To PERFORM.'" , Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10••08 Ttv r� g,e* 4)« .iia . p_ -g& **,y�Z �, ;"'��;� y,�_ ..: .._ia fir' '^ F..�+�St. iS^`' 'x •� ..a�.'9.''^at . Jobgy;l�.A �;�itJt;LY'2; t: �OraNlle. GA 9a9bD �, 1 X41', � � !�"' � - - � ;'•'T•%, ' RiNM• : r.YJU 5 JUI LD LU IJ MI I eR InOOelrlea, IOC. MOO JW La Ia:UO:Ja LUlO rage i r,s Y+^srat} ��?� wv/tIDNyH4LcZUGxNyC_ajwMxWFWz4_OirwoClLvcYy6fa1e2bK5dd3368k4JudkEHE_z3yuS 2 }. • 11-8-14 • - ••„' 17-0-0 �' a422 -3.2x' 27-6-5 34-0-0 r-, 6511y � { '{,:••"i3 *%:&3-2� o,-.: 53.2 ';•� - e f'; r; 5.32 .. 53.2 - 6-511 `'p-;'�7 4t!!� � �`� ..i ste~�q-.7•' 4' r p,�Y^ ' a L � Scale = 1:57.6 c3'�a'k''l�s`�`'” fir✓ i.. Y ..� - ti '�' aAP Y � s!r - t u. j r•i, A S •- .. .. 1. a � JT1.0ss;-!Z TrussTYpe:FSF'�'f�3� �`•��s'1; Qty Plya .:Res" ' '�7..<_ABLE .�7�. Vr.. • "� J 3x4 1 r.i •,�'.RS.. cr . . J3 d y r, °� e.3r" Job Refere, o tional v'.• t: �OraNlle. GA 9a9bD �, 1 X41', � � !�"' � - - � ;'•'T•%, ' RiNM• : r.YJU 5 JUI LD LU IJ MI I eR InOOelrlea, IOC. MOO JW La Ia:UO:Ja LUlO rage i r,s Y+^srat} ��?� wv/tIDNyH4LcZUGxNyC_ajwMxWFWz4_OirwoClLvcYy6fa1e2bK5dd3368k4JudkEHE_z3yuS 2 }. • 11-8-14 • - ••„' 17-0-0 �' a422 -3.2x' 27-6-5 34-0-0 r-, 6511y � { '{,:••"i3 *%:&3-2� o,-.: 53.2 ';•� - e f'; r; 5.32 .. 53.2 - 6-511 `'p-;'�7 4t!!� � �`� ..i ste~�q-.7•' 4' r p,�Y^ ' a L � Scale = 1:57.6 c3'�a'k''l�s`�`'” fir✓ i.. Y ..� - ti '�' aAP Y � s!r - t u. j r•i, A S •- .. .. 1. a � � -. . *«� % 2.50 12 r .4x5'= t, {r1R t-iW C.1 J 3x4 ZZ 35 _ 3 5x5 .. 5x5 i , '� ` •r/ 1 t f . 7.. I$IA ' } 1 b ' � • 3x8 12 - 11 . 10 9 4x8 11 = 8 3x4 = 3x4 = 3x8 = _ _ • - r 3x4 4x5 = 6x10 MT18H = E 3x8 = 600 MT18H = - 4x10.= 4¢`- 4x5 = . 4x10 = „'g s„ 1 ! t•_(1 s. 3x4 = a • - -. .. , ' 6-511 11-8-14 17-0-0 22-3-2 27.65 34.0.0 L 6511 53 2 53 2 532 53 2 ' ' • 6511 j Plate Offsets (X,Y): [1:1-1-5,0-1-1j, 11:0-5-5,0-0-121, [2:0-2-8,0-3-0], [6:0-2-6,0-3-01, [7:1-1-5,0-1-1], [7:0-5-5,0-0-12], [9:0-2-4,0-3-131, [10:0-2-0,0-0-0], [19:0-1-14,0-0-121, r2270-1-14.0-0-121.13270-1-14.0-0-121 /) LOADING (psf) SPACING 2-0-0 CSI' DEFL in (Ioc) I/defl' • L/d - ;i ,PLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.42 10 >949, ' 360 MT20 220/195 TCDL- 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -1.0710-11 >378 240 MT18H 220/195 BCLL -0.0 "- Rep Stress Incr YES WB 0.63 Horz(TL) 0.20 7 n/a n/a 1.e BCDL- r '. 10.0 •1 ~' Code IBC2012/TP12007 (Matrix) 4 Weight: 185 Ib FT = 20% LUMBER BRACING ; TOP CHORD, 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. r BOT CHORD 2x4 OF No.18Btr • BOT CHORD Rigid ceiling directly applied or 7-8-12 oc bracing. WEBS ' = 2x4 OF Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Std be installed during truss erection, in accordance with Stabilizer Installation guide. ^ - REACTIONS (Ib/size) `1=1342/0-5-8 (min. 0-11-8),7=134210-5-8 (min. 0-1-8) f ' Max Harz 1=39(LC 5) Max Uplift 1=211(LC 8), 7=-211(LC 8) 7' .. r r FORCES (lb) --M . ax. Comp./Max. Ten. -'All forces 250 (Ib) or less except when shown.. r TOP CHORD 1-2=-5034/793, 2-3=4260/690, 3-4=3289/554, 4-5=-3289/554, 5-6=4260/690, ' 6-7=-5034/793 BOT CHORD 1-12=746/4870,11-12=750/4862, 10-11=613/4140, 9-10=6113/4140,8-9=750/4862, 7-8=-746/4870 WEBS 4-10=-110/998, 5-10=-1083/211, 5-9=-6/380, 6-9=-791/168, 3-10=-1083/211, 3-11=-5/380, 2-11=-791/168 y i NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25111; B=45ft; L=34ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 ANSIrrPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All 1.5x4 MT20 indicated. �OQ?,()FESS/�N� 0r70 F� plates are unless otherwise ,v 6) Gable studs spaced at 1-4-0 oc.AZ Q Q 4 7) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. Q� C c J 2 psf 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will UP O C 75435 fit between the bottom chord and any other members. o n 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 1=211, EXP. 03/31/2018 7=211. j w + r . , LOAD CASE(S) Standard .' ! FOFCAI-W 'July 26,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. ' - t Design valid for use only with MTek0 connectors. This design Is based only upon parameters shown. and is for an individual building component, not • at russ system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - — - - - fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenbark Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314.. - Suite 109 Citrus Hei hts CA 95610 Symbols Numbering -System. ®General Safety Notes,- ,; PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/+ Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury; Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is alwbys required. See SCSI. ' O _1 �� 1 2 3 2. Tens bracing must be designed by an engineer. For wide tans spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator T C1-2 cza bracing should be considered.Is -a I o WEBS cze 4 lir y 0 3. Never exceed the design loading shown and never i stock materials on inadequately braced trusses. ± _ R O 3 4. Provide copies of this truss design to the building, For 4 x 2 orientation, locate plates 0-'Aa' from outside U sp = a U designer, erection supervisor, property owner and ` t all other interested parties. edge Of 1rU55. a 5. Cut members to bear tightly against each other.•. C7-8 Q6,7 CS-6 0 6. Place plates on each face of truss at each '» t BOTTOM CHORDS This symbol indicates the 8 7 6 5 Joint and embed fully. Knots and wane at joint z locations by ANSI/TPI L,•S required direction of slots in are regulated »,* J.- plates. connectorfrom.- 7. Design assumes trusses will be suitably protected from thein 1. the ' Plate location details available in MfTek 20/20 software or upon request. environment accord with ANSI/TPI ,y ; B. Unless otherwise noted, moisture content of lumber ° • • : M JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. • nA AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appficabie for>,y7 use with fire retardant, preservative treated, or green Iumtier:- ' The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the :�.` J` width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to „• � ; to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. Z'- 11. Plate. type, size, orientation and location dimensions, PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species ecies and size, and t in all respects, equal to or better than that ' specified. r Indicated by symbol shown and/or ESR-1311, ESR-I352, ER-5243, 9604B, lir by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. x:. if indicated. 95110, 84-32, 96-67, ER-3907,9432A » 3.11" 14. Bottom chords require lateral bracing at 10 ft spacing, t �� BEARING or less, if no ceiling is installed, unless othervAse.nr oted:ir. ` '; =yY . = ` �•.•�-s.:, 15. Connections not shown are the responsibilityof others. Indicates location bearings where 16. Do not cut or offer truss member or plate wYttiout pnot±�` (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer..r�.. �' ' °'.' reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise • •., y„ „„k� r.: �� ® — 18. Use of green or treated lumber may pose unocceptoble', � environmental, health or performance risks. Consult with �p to - project engineer before use R= Industry Standards: ANSI/TPI1: National Design Specification for Metal ,.�%2�, 19. Review all portions of this design (front back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. Design Standard for Bracing. ® M-i-T-e-BCSI: ,.;. t = is not sufficient. >`' y ra` DSB-89: Building Component Safety Information,20. Design assumes in dccordanceth{fix'tf * Guide to Good Practice for Handlin 9• Installing & Bracing of Metal Plate POWER To PERFO M.`" Sheet: MII-7473 10'08 ANS1/TPI l Quality C iterio ? ..r�+•' ;r' ai3 f `fix o, Connected Wood Trusses. MTek Engineering Reference rev. lir , RESPONSE TO PLAN CHECK ?- RECEIVED Proiect: Revels Residence. PERMIT# Rich Gulch Road BUTTE COUNTY DEVELOPMENT SERVICE 7 Oroville, CA REVIEWED FOR TRa4Ltj:.►�x� CODE COMPLIANCE TRB+ Project Number: 17.094TIAA �Z/ BY Structural Plan Check Comments: 1) Property elevation is less than 1500', therefore..rio snow load is required (see page 6 of original calcs). 2) See added stamp/signature on sheets containing structural information within /our scope. 3) See added detail 7/SD1 for footing at base of stringers. 4a) Shear walls above overhead doors have been revised to eliminate discontinuous shear walls. See attached overhead door header calcs. 4b) Top rail of deck is continuous. See added note on Upper Level Floor. Framing Plan on Sheet 2. C5'). By others: 6)—By-others. 7a) By others. 7bi)By others. S71,b,,.,1eSeadded moment.resisting post base at Lower Level Foundation Plan on Sheet 2, and attached calcs. Ci)By-offers.=--- --- �� 8a) See revised shear walls at overhead door line, and attached calcs. Discontinuous shear walls have been eliminated. 8b) See attached Laundry Room beam Calc, and response to comment 4a above. 8c) See page 17 of original talcs. Post loads include axial and lateral (knee brace) loads. REVIEWED FOR CODE COMPLIANCE Please contact Ryland at rylancl.@s.umr-6itchico.com, or (:530) 5rlQ x. -n? with any questions about the responses above. Thank you.. TRB ARID ASSOCIATES 0T 13-4 I;l7-001 C7 j `'�'S�,�t►p1S tl'1Z11.: 3. 017 EXP. li, r X S 1: Ln 11,CSew-,ss % . �� 0. COMPANY PROJECT Summit Structural Design. U<7 Mar. 27, 2017 15:31 o. wll Bks soRtiAFcrok W00b..661G. v 16'Qriorhead:Door Header Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads:- Loa oads: - Load Type Distribution Pat- tern Location (ft) Start .End 24agni tude Start End Unit 4929 Loadl Dead Full Area 3.39 _ 16,00 (2.00)• psf Load2 ',,ind C&C 11111 Areo Length 2.41 - - 2.2.00 (2..00)' psf 1 2.411 Load3 Root constr. Full Area L/481 0.51 _ 20.00 (2.00)* psf , Load4 Dead Full Area L/240 0.69 15.00(16.00)' psf - LcadS Dead Full Area Load combinations': ASCE 7.-10 % IBC 2012 13:00(.16.00)' psf 1.oad6 live Full Area "LI-ve" defleetlenl - Deflection from all non -dead 40..00.(16.Do) - psi Total Deflection: = 0.50(Dead Load Deflection) - ;-"..'y I:,acn 14LI Maximum Reactions (lbs) and Bearing Lengths (in) : 15'-4.8" .Un factored i Analysis value- Dead 3697 369; Live 4929 41.42 W Ind 339 3.39 Roof Live 'Fact'ored: 3011' 308 ToLa1 Bearing;, _ 6625. @625 Length 2.41 - - 2.41 Min.'re0'd 1 2.411 2.41 Glulam-Unbal., West Species, 24F -V4 DF,.5=112'!x13.112" 9.1aminalions, 5-1/2" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16-4.8", Lateral support: lop= at supports, bottom= at supports; - Analysis vs, Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Analysis value- Desip value Anal sis/Desi n Shear fv - 144. Fva 26 f Fv.' - 0,54 BendingI fb - 2324 F'b' = '2338 fb/Fb' - 0.99 Bead Daft '.n .0.28 - 1,/642 CRITICAL LOAD COMBINATIONS: Live Defl'n 0...38 = L/481 0.51 _ L/.360 0,7.5 'iota! De`'1'n 0.52 L/350 0.76 d L/240 0.69 Additional Data: FACTORS: F/F.(psi!CD G; Ct CL Cv Cfu Cr C`rt Notes Cn-Cvr LCII: F'v' 265 1..00 1.00 1.00- - - 1.0o 1.00 1.00 2 F13' -s 2400 1.00 1.00 1.00 0..974' 1..000. 1:. 00 1.00. 1.00 1.00 - 2 Fcp' 650 - 1.00 .1.00 - - - - 1.00 - - - E' 1..8 million 1..00 1:00 - - - 1.00 - - 2 E:niny' 0.85 mi 11 ibn 1-.00 1.00 - - -. - .1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 1I2. - &L, V 8513, vdesign = 71.10 lbs Dendron(*Y: LC 112 = D+1„ M '32351 llis-t^.- De'flection? LC 02 = D+L hive) LC 112 = D+L (tota,ll: ' D=dead L=five S-snow'W=wind 'I='impact Lr=roof live Lc-doncentra:ted E=earthouake- All LC.'s are listed in the Analysis output � ' Load combinations': ASCE 7.-10 % IBC 2012 CALCULATIONS: Deflection: El - 2030e06 lb -int "LI-ve" defleetlenl - Deflection from all non -dead loads (live, wind, snow...) Total Deflection: = 0.50(Dead Load Deflection) - Live Load Deflection. Design Notes: 1: WoodWorks analysis and design aro in accordance with the ICC International Building Code (IBC 2.012). the National Design Specification (NDS 2012), and NDS Design Supplement. 2.. Please verily that (lie default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. S. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 13.3. 6: GLULAM: bearing length based on smaller of Fcp(tension). Fcp(comp'n). r COMPANY PROJECT Summit Structural Design Wood/� o � iss' Mar. 27, 2017 1(1:09 V\�//ttsDE7lVARf F0R)r'00rrr9' Overhead Door Header Design Check Calculation Sheet WoodWorks Sizer 10,1 Loads: Load Type Distribution Pat- tern Location I'ft) End Magnitude Start End Unit Loads Dead Fu - Are, 204 _Start __1T. 00 (2.00)-• pst l.oad2 wind C&C Full Area 5427 Length 22.00 (2.00),' psi; Load3 Root constr. 1112 Area Live Def.l:11 0.07 = 20.00 (2..00)• psf Coad4 Dead 61.1 Area 0.10 = <L/999 1'5..00(16.00)• psf LoadS Dead Full Area AI: LC,s are Listed in the Analysis output 13; Do X01,- psf Load6 Live. Full Area. CALCULATIONS: 40.00(17,0A)• psf r1outary Ylldth 1'rt) Maximum Reactions (lbs) and Bearing Lengths (in) 9,-3„ Unfaccored: Analysis Value Dead 2201 22.8; Live 3J46 3146 wind 204 204 RcoC live Factored: 1'45 105 Total tient). ng: 5427 5427 Length 1.52 1.52 Min ret 'd 1 1.5211.5?. Glulam-Unbal., West Species, 24FN4 DF,.5-112"x12" 8 laminations, 5-1/2" mazlmum w dth, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length, 9'-3:0'" Lateral support lop= at supports,. bottom= at. supports;' Analysis vs. Allowable. Stress (psi) and Deflection (in) using NOS 2012: Criterion Analysis Value I Deliion Valua Anal. s'CsZDesrgn Sheac fv.= 93 fv' 265 fv Fv' = 0.35: Bending(l) fb - 1110 Fb' - 2971. fb/Fb' = 0.47 Dead Defl'n 0,05 - <L/999 CRITICAL LOl D COMBINATIONS: Live Def.l:11 0.07 = <L/999 0.30 - L/3 Go 024 Tolal Defin 0.10 = <L/999 Q.46 = L/240 0..22 Additional Data:-� FACTORS: F/E(psi)CD C14 Ct CL CV Cfu^.r Cfrt Notes Cn•Cvr IC!I i F'v' 265 1.00 1.00 1,00 - - - - 1.00 1.00 1.002 i i71'+ 2400 .t.00 1.00. 1.00 0..9Ba 1.000 1.00 1..00 1,00 1.90 - 2 ) Fcp' 650 - 1.00 1.04 - - - - 1.00 - - - ' .J.6 ;hill ion 1.00 1.00 - - - - 1.00 - - 2 ' Eminy' 0.85 million 1.00 1.00 - - - - 1.09 - - 2' CRITICAL LOl D COMBINATIONS: Shear : LC: 02 . D -L, V = 5351, V design = 4116 lbs. sending( -1: LG 02. = U -L, D. = 1:214 Jbs-ft Dliflection: LC f12 = D+L 11,i ve) LC 0.2 . D•L itota1, D=.dead L=live 5 -snow W=wind I -impact. Lr -roof live Lc=concentrated :E=earthquake AI: LC,s are Listed in the Analysis output ,ald Comb i lla Lions: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1426e06 ib -int "Live" deflection = Deflection from ali non -dead load. (live, wind, snow...) Tota; Ueflection = 0..50IDead l.oa"d Deflectioii) a Live Load Deflection. Design Notes: 1. WoodWorks analysis and design aro in accordance with the ICC International Building Code (IBC 7.012),. the. National Design Specification INDS'2912), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforining Io:ANSI.117-2010 and manufactured in accordance with ANSI A190.1-2007 4: GLULAM' bxd = actual breadth x actual depth, 5. Glulam.Beams shall be laterally supported according to the provisions of NDS Clause 13.3: 6. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n), PROJECT., ' ry s~ PAGE: ,` SUMMIT STRUCTURAL DESIGN ENGINEER: ! 9 www.summitchico.com DATE; _ DESIGN OF T;) 6'li ! r--- ; f� i.V.f�.11.:...i._ .1.. - ._.. _... ...__.._.. -. ._.. ....«.3._._._._._ ._._._. ... _. ...... ...... . . .._ .�. ... . ' SSS , _ t � I : .41 s { ,.... ....__ .... �...... o- .._._..._....�.. a/�{i 1 .. ..._ ., ia Yb _ a .. : 1 r i i t : F........l.... _.. __....... ...... e .. .. .... • / f t .. .._ .....i .. ...... ...�Yy��l. .... •..—. .I" e j ..,.i.,..... .. _ ! .. _{... , ... i t....,,..... „........._._ ... _ .... :. .... .`..... ... .... :.. . _.._..... ..... t F i f I 1 ...._... ............... .... ` ' _ _ .._ .. ..... -- _ _... .. .... i 1 : .. .. ..._. _...... _ ...-__ ..._ .... ...... _.s_.... , i • , l .. y i S 3 ... I jj_ x MPBZ Moment Post Base The new patent -pending Simpson Strong -Tie° MPBZ is the first post base specifically designed to provide moment resistance for columns or posts. An innovative overlapping sleeve design encapsulates the post, helping to resist rotation around its base. It is available for 4x4 and 6x6 posts. The MPBZ is ideal for outdoor structures, such as carports, fences and decks. Built-iri stand-off tabs provide the required 1" stand-off to resist decay of the post while eliminating multiple parts and assembly. Additionally, the. MPBZ is available in ZMAX° as the standard finish to meet exposure conditions in many environments. Features: • Internal top -of -concrete tabs • 1" standoff tabs • Additional holes provided to attach trim material • Weep hole provided for water drainage Material: 12 gauge Finish: ZMAX° coating Installation: • Use -all specified fasteners; see General Notes. • Install MPBZ before concrete is placed using embedment level indicators and form board attachment holes. • Place post on tabs .1 " above. top of concrete. WtZc ` W2 to I0I I pS U.S Patent Pending MPB44Z MPB66Z • Install Simpson Strong-Tie.Strong-Drive'/4" x 2Yz" SDS Nominal Column Size Dimensions (in.) -- Wt! D H W2 Simpson Strong -Tie SDS Screws Concrete Allowable Loads:(DF/SP). Wood Assembly Allowable Loads Rotational Stiffness (inAbdrad.) Hea Dut Connector screws, which are supplied with the y p 4' min. sidecover for MP844Z Lateral F1 (166) o o a I 4' min. sidecover MPBZ. (Lag screws will "not achieve the same load.) Non Cracked Cracked I ., Cracketl for MPe44z I . , Concrete level inside the art must remain /4 or less above p M%�to �J1'R�Fl.1•�• •'• "4 Ct '�S.'a. .. ztiWindtandSersmic,D.esigntCategoryA&B!d3>�^ta 5' min. sidecover for PAP866Z JRi �• Ji x,iE w 141 t _:, ; f., =: $ , i 5' :, min. sidecover Iortu1P6661 _ embedment line for water drainage. ,,.d "3 990 . (24)'/a" Xy2�'h" • 5,815" r,,�.-._ 1,825 1 280 '•3,545': 2,480' . 1,410:• 2,800 _ 985 6,240 6,410 1,540. �1,9G0. 9,360 10,855'1 3,730 �"v; ,;• m; 160 i .' 4h>'•"i:4 < t. L ����:;1�r��,�'�#;k����'h, ..�'t�;s"r:? • Annual inspection of connectors used in outdoor application is f %;%A.•Y�`t C T.f4.�k �'" if i.J ,p xj. :x '"i. Y, L ."V •�CK6�;�,,`�?lti,.�..,-' ,. �n;sc„rte, .�.��� . "'�:;s.•;.i>v'a?r��*s�,'t�1`4"� F MPB44Z• 4x4 311m 71/4 7Y4 (16)'/4” x 21/1' 4,785 3,350 1,535 1,075 advised. If significant corrosion is apparent or suspected, then 830 6,240 6,410 1,540, 2,510,000 1G0 the wood, fasteners and connectors should. be evaluated by I 6x6 51/e 7'/4 7'/4 (24)1/4" x 2'h" 5;815 5,815; - 2,980: _ 2,085: a qualified engineer or inspector. 9,360 10,855 '' ;. ''.;r. 1'`; Typical • For seismic design in accordance with ASCF7, the following I ° ; �' °' MPB66Z seismic design coefficients are recommended unless justified t �.c '" Installation otherwise by analysis: R = 1'/2, f1 = 11/2, Cd = 1'/2. Codes: See p.14 for Code Reference Key Chart These products are available with additional corrosion protection. For more information, see p. 18. Model No.. Nominal Column Size Dimensions (in.) -- Wt! D H W2 Simpson Strong -Tie SDS Screws Concrete Allowable Loads:(DF/SP). Wood Assembly Allowable Loads Rotational Stiffness (inAbdrad.) Code Ref. Uplift (160).. Lateral F1 (166) Moment M (ft. -lb.) (160) Download Download (100) (160) Moment M (ft. -Ib.) (160) Non Cracked Cracked Non Cracked Cracked Non Cracked Cracketl RfC. li�,rJwk .t.''f '�}Fi L ri•TT�ifs� 2 M%�to �J1'R�Fl.1•�• •'• "4 Ct '�S.'a. .. ztiWindtandSersmic,D.esigntCategoryA&B!d3>�^ta du y a.'FLSF-�',G. �t NT. `YY" ����V' � '� � i t fi�� JRi �• Ji x,iE w _ MPB44Z — rviP866Z- 44 64 _ 38/s 7'h 5V,. 7'w/a 7+/a ,,.d "3 990 . (24)'/a" Xy2�'h" • 5,815" r,,�.-._ 1,825 1 280 '•3,545': 2,480' . 1,410:• 2,800 _ 985 6,240 6,410 1,540. �1,9G0. 9,360 10,855'1 3,730 2,510,000 3,950,000 160 i .' 4h>'•"i:4 < t. L ����:;1�r��,�'�#;k����'h, ..�'t�;s"r:? y;5,815 �(.y 1'11?i t.C✓.'f S:ytk 11'ltr3a. fn:�?S�"'°N•'1" SJR..._ r� tJ ,�r�..fi?i�� .�.: �x,A•,�s :�J��.9�a�s , �9,.:Y:k:sa f %;%A.•Y�`t C T.f4.�k �'" if i.J ,p xj. :x '"i. Y, L ."V •�CK6�;�,,`�?lti,.�..,-' ,. �n;sc„rte, .�.��� . "'�:;s.•;.i>v'a?r��*s�,'t�1`4"� F MPB44Z• 4x4 311m 71/4 7Y4 (16)'/4” x 21/1' 4,785 3,350 1,535 1,075 1,180. 830 6,240 6,410 1,540, 2,510,000 1G0 NW866Z I 6x6 51/e 7'/4 7'/4 (24)1/4" x 2'h" 5;815 5,815; - 2,980: _ 2,085: ' 2�45 9,360 10,855 3,730 3,950,000 1. Loads may not be increased for short term loading. 2. Higher download can be achieved by solidly packing grout in the 1 *.standoff area before installation of the post. Allowable download shall be based on either the wood post design or concrete design calculated per code. 3. 'Concrete shall have a minimum compressive strength, Pc = 2,500 psi. "t 4. Tabulated rotational stiffness accounts for the rotation of the base assembly due to deflection of the connector, fastener slip and post deformation. Designer must account for additional deflection due to bonding of the post. 5. Multiply tabulated Seismic and Wind loads by 1.4 or 1.6 (1.67 for 201.5 IBC) respectively to obtain LRFD capacities. 6. In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SCK; A&B" allowable loads: 7. Download shall be limited by the design capacity of the post. 8. Foundation dimensions are for MPB anchorage only. Foundation design (size and reinforcement) by Designee 9. Allowable load shall be the lesser of the wood assembly or concrete allowable load. To achieve full wood assembly allowable moment loads. additional concrete design and reinforcement by Designer is required. 10. For loading simultaneously in more than one direction, the allowable load must be evaluated using the following equation: (Design Uplift/Allowable Uplift or Design Download/Allowable Download) + Design Moment/Allowable Moment + Design LateraVA towable Lateral 5 1.0. Al °' 105 IL Cl?�.-\ti Summit Structural Design Project:. Revels Residence Engineer: RKB Design of : Gravity Loads Gravity Loads: Roof Slope= 5 to. 12 Roof Dead.aoad Ply 1.5 psf Roofing 3.4. psf Framing 4.8 psf Gyp 2.& psf Insul 1.0 psf Misc. 1.9 psf Total (sloped) 15.4 psf Total (horiz) 16.0 psf Roof Live Load Roof Live Load 20.0'psf Wall Dead Load Siding 8.0 psf (exterior) Ply. 1.5 psf 2x:Framing 2 psf Gyp. 2.2 psf Insul. 1.3 psf Total 15.0 psf Wall Dead Load 2x4 Framing@ 16" ox. 1.6 psf (interior) Gyp..2 sides 4.4 psf Total 6.0 psf Flodr Dead Load Framing.@ 16" ox. 4.2 psf 3/4" ply 2.25 psf' Gyp, - 2.8 psf Flooring. 2 psf Misc.. 1.7 psf ' Total 13.0 psf Floor 'Live Load Residential E 40.0 psf Summit `Structural Design Peoject: Revels Residence Engineer: RKB- Design.of: Wall Line Shear Forces due-toSeismic Roof Area (ft') Weight (lbs) Roof 1216 19466 Floor 0 0 Walls(ext) .9' 128 8640 Walls(int) 9 76 2052 Total 30158 •1st Floor Area (ft2) Weight (Ibs) Roof 0 0 Floor/Deck 1380 17871 Helght.(ft) Length (ft)- Weight (lbs) Walls(ext) 10 128 18240 _Walls(int). 10 35 3102 Total 39213 Veq(lbs) Veq(lbs) Roof Area (h) Floor Area.(ft2) Ultimates WS Roof 1216.. 0 .3410 2436: 1st Floor 0 1380 2439 1742 L (0.1X-1 APA RATED PLYWOOD. APPLIED OVER 2X FRAMING AT:16- O.C. 13 X 2 3/87 NAILS AT 6. ON CENTER EDGE NAILED, 12- -A FIELD NAILED, COVERING 3 STUD SPACES. -ATE NAILED WITH 16d NAILS AT 12' ON CENTER. 3/8' APA RATED PLYWOOD.CC. CD. WITH 8d(0.113X2 3/87 i n\n/1Q i F\/�l L— \-/ r f L i\ L L V L_ L_ _FLOOR PLAN o.) PRIOR TO BUILDING PERMIT F SHALL. BE IN COMPLIANCE WR Summit Structural Design Project: Revels Residence Engineer: RKB Design of : Wall Line Shear Forces due to Seismic (.cont.) Trib Area (W) Line Shear (Ibs) Roof Leve! Second Leve! Line Shear (Ibs) Summit "structural Design Project: Revels Residence Rage: Engineer: RKB Dater 3/27/2017 besi�n of : Seismic .Load N-welooment (ASCE 7-10) Level Story,Ht. (ft) hi (ft) Seismic Design Category D Ss 0:637 Mapped 0:2'sec spectral..response Occuparigy 2 S1 '0.263 Mapped 1 sec spectral response 1 1. _ Site Ciass[ D'T v.;, In accordance, with_ Ch 20. TL 16 SMS 0.822 Max Considered EQ, 0:42 2.4: 6 SM1 0.493 Max Considered EQ 0 0 SDS 0.548 Design Spectral Response (0.2 Sec) 5,8 SD1 0:329 Design Spectral Response (1,0 Sec) _ System Light Framed Shear Walls R 6.5 Omega 3: Cd �- 4 Ht Limit 65 Cs 0.08 12:8-2 Max Cs 0.27 Min Cs 0.02 (A1 outside: of SJ.) Ct 0.02 x .0.75 Ta 0..19 Cu 1,.4 MaxT 0.,26 Nolimit'fordrift Use T 0.19 Alt Ss 0.637 Ss maybe 1.S -if S stories.and regular V= 0.0.84 *W Height to Roof (hn) = 20 ft V= 5.8 k Vert Dist Exp. (k) 1 i Level Story,Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 9 20 30. 603 0.58 3.4 3 3 2nd 11 11 39 431 0:42 2.4: 6 1sf 0 0 0 D 0.00 0.0 5,8 2 Surnmit Structural Design Project: Revels Residence Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: 1. Simple Diaphragm l' CASE 6 2. Low-rise .� ;USF' 0=U')` i'�, .• 3: Enclosed 4. Regular Shaped _- j' 5..Not Flexible tri 6. Not Subject to: a) across wind loading ��,----•:_, vortex shedding c) instability (ga)lup/flutter) s d) channeling effect e) buffeting (upwind obstructions) /�� / ,�' ;' 7. Approx. Symetrical Cross Section ��� �,, ,�' 1;;;;:�' ,�• With Flat, Gable, or Hi Roof 5 45° ` ,;�� r �•. "�, i,<, v,•'';! (C): ', ii� \,'•• 8. Exempt From Torsional Load Cases Indicated in Note S of Fig. 28.4-1., or �.) \.. j , �,%� �... X13) i CASE A the Torsional Load Cases do not Control the Design: CASE. '�.. D''��Q�"� �w, (1) story:and h<_30,ft. or QQSFSF ;=n•) ` �' (2) story max and light framed or (2) story max and flex. diaphragm L= 34 Long. Bldg, Dim. (ft) 2aL= 6.0 ft. T= 30 Transv. Bldg. Dim. (ft) 2aT= 6.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF.= 0.6.0 Load Combination Factor X= 1.35 Adjustment Factor K2t= 1.00 Topographic Fac:tor Adjustment Factor for Bldg Height and h= 25 Mean Roof Height (ft) Exposure, N 0= 25 Closest Roof Angle Mean Roof Exposure (5°,100,150,20°,2.5°,or 30°) Ht. (ft) B C D_ MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30. 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1,00 1.29 1.55 A-110 15.6 19.5 9.6 25 1..00 1.35 1.61 B-110 3.2 4,8 30 1.00 1.40 1.66 C-110 10.3 14.1 9.6 35 1.05 1.45 1.70 D-110 3.2 4.8 40 1.09 1.49 1..74 E-110 -18.7 -8.7 -16.1 45 1.12 1.53 1.78 F-110' -10..6 -11,8 50 1.16 1.56 1.81 G-110 -13.0 -6.2 -13.8 55 1.19 1.59 1:84 H-110 -8.2 -9.5 60 1.22 1.62 1.87 Summit: Structural Design Project: Revels Residence Engineer: RKB Design of : &C -Envelope Procedure (ASCE 7-10, Section 30.5) «� t2Z t?� �.5 �} p C 1 �� (%l �� c, HIFI ROOF (7'< ra <.25) FIII'' ROOF (25'< (3 <27') • �� ,� `2� (l� `' ® T 45� FLAT ROOF and GABLE_ ROOF (7'<; 0 <1 ') GABLE ROOF (e.<7'), L= 34 Long. Bldg. Dim. (ft) T= 30 Transv. Bldg. Dim.:(ft) a (ft) = 3.0 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.35 Adjustment Factor Ktt= 1 Topographic Factor h= 25 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1==0°-7°, 2=8°-27° 3=28°- 45°) Conditions: 1. Mean Roof Height:5 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c ) instability y (gallup/flutter) d.) channeling effect - e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof 5 45% or Hip Roof:5 27° Adjustment Factor for Bldg Height and Exposure, can Exposure Roof Ht. B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 .1.81 55 1.19 1.59 1.84 60 1.22 1,62 1.87 C+C. Wind Loads (psf), Pnet=LCF*A*K,t*Pnet30 Loc. Zone EWA pnet Ovhg. (ft2) + - - Loc. EWA pnet Zone (ft) + -- _ - 4_ 0 CO 1 10 13.0 -16.1 4 10 17.7 -19.1 1 20 13.0 -15.7 4 20 16.8 -18.3 1 50 13:0 -15.1 .4 50 15.8 -17.3 1 100 13.0 -14.7 4 100 15.0 1 -16.5 2 10 13.0 -28.1 -32:9 4 500 13.1 -14.7 2 20 13.0 -25.8 -32.9 5 10 17.7 -23.6 2 50 13.0 -22.8 -32.9 5 20 16.8 -22.0 2 1 100 13.0 -20.7 -32.9 5 50 15.8 -19.9 3 10 13.0 -41.6 -55.3 5 100 15.0 -18.3 3 20 13.0 -38.8 -49.9 5 500 13.1 -14.7 3 50 13.0 -35.2 -42.8 3 100 13.0 -32.6 1 -37.3 Summit Struc;tural Design Project: Revels Residence Eng.inee.r: RKB Design of: Wind Loads A a C D End Zone. End Zone Int: Zone Int. Zone Line Min. Net Line Wall Area Roof Area Wall Area Roof Area. Shear (lbs:) Shear (Ibs) Control _Wall B 28 56 21 37 • F 1139 917. 1139 B 78 49 2213 1219 22.13 ti Summit Structural Design, Project; Revels Residence" Engine.er:: RKB Design of: Lateral Force.Summary Wind• Seismic Wall Line Shear (lbs) Shear (lbs) Control B 1139 1156 Seismic B 3353 2031 Wind Summit Structural Design Project: Revels Residence Engineer: RKB Design of: Shear Walls Panel Thickness Panel Orientation Nail Type Anchor Bold Diam. Stud Spacing Spec Grav Of Framing. Fnd Sill Plate, Grade AB in 2X Sill AB in 3X Sill, Sill Plate/Rim Anchorage Index 4 Nail 1 12cl 2 16d 3 20d 4 30d 5 1/4" SDS 6 A35 7 A34 3%8 v: Short: Dimension Across.Studs�;v: 1/2 16 in o.c. 0:5 IDFL M; 620 lbs 730 lbs Nail 165 Embed gth (in) Diam. (in) (in) 3.25 0.135 1.75 3.5 0.148: 2.00 4 0.177 2.50 4,5 0.192 3.00 3.5 0.25 2100 shear Wall 165 SW Plate Fastening: 1:6 Edge Nail (in) Load (lbs) Fastener It Spacing. 6 260 1 7.6 inches 4* 350 1 5;7 inches n; Note 1 380 1 5.2 inches 3, Note 1 490 1 4.0 inches 2, Note 6:40 1 3.1 in 44, Note 1 760 3 4.1. inches 33, Note 1 980 3 3.2, inches 22, Note 1 1280 3 2.4 inches 1. Use 3X framing at adjacent panel edges and stagger nailing 1.6 165 1:6 189 1.6 261 1.6 27Z 1.6 544 1;6 695 1.6' 515 SW Rim Fastening (No Ply E.N.) Fastener•# Spacing 6 32:1 Inches 6 23.8 inches 6 :21.9 inches 6 17,0 inches, 6 13.0 inches. 6 11.0 inches. 6 8.5 inches 6 6.5 inches AB Spacing (it) 2X Sill 3X Sill 3.82 4.49 2.83 3.34 1:31 3.07 i:01 2.38 NG 183 NG 1.54 NG 1.19 NG 0.9.1 3 Summit Structural Design Project: Revels Residence Engineer: RKB esign of ` Sheu Wall Framlrig Total Resistive Segment, Segment Lateral Wall Edge Overall Resistive Aspect Gravity OT OT Righting Net Wall toad Length Load Nail Length Length Ratio Load Height Moment. Moment M/D Line (lbs( (ft) (pif) (in) (ft) (ft) Factor (lb/ft) (ft) (ft -Ib) (ft -Ib) (lb) B -w 1139 12.67 90 6" 12.67 12.67 '1.00 150 9 10254 12040 239 B -eq 1156 12.67 91 6" 1,2,67. 12.67 1.00 156 9 10405 12040 251 03 w 3353 10.00 335 41" 3.00 3:00 1.00 250 10 10058' 1125 3128 B -eq 2031 :10.00 203 4•' 1.00 3:00 6.67 250 16 6092 11.25 1806 3 Summit Structural Design Project; Revels Residence Engineer: RKB Design of : Lateral Drags .la.teral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable B -w 1139 B -eq 1156 B -w 2213 B -.eq 875 i 34.00 31.5 22.00 737 A 34:00 34.0 22.00 748 A 3.4.00 .65..1 8.00 521 A 34.00 25.7 8.00 2'0'6' A Summit Structural Desig(I Project: Revels Residence Thick,. (in) Engineer: RKB Kips Design of: Foundations 11-010 Sq. .12 Allowable Soil Bearing: 1500 psf F1.5 Concrete Compressive Strength: .2500 psi (2). #4 Co.ncrete Stem Wall (Noh-Retaihing,)-, F2 21-011 Sq. 6" -wide with (1) #4 continuous at.top and bottom of wall and #4 at 18 0'. C. 6 full height. Provide #4 atIW',ox, vertical developed by hook i �!n to footing,'U.N.O. 12 (4) #4 9,375 F3 Continuous footings: 12 (4) #4 Width (in) Thick. (in), Cap (plf) Reinforcing 3'-6" Sq, 12 12 1500 (2) #4 cont. 18.375 15 12 1875 (2) #4 cont. 12 18 122250 3) #4 cont. F4.5. 24 12 3000 3) #4 cont, (6.) #4 310 12 3750 .(4): #4 cont. 51-011 Sq. Spread Footings: (7),#4 37.5 Reinforcing Cap. Label Size. Thick,. (in) Each Way. Kips FI 11-010 Sq. .12 (1) #4 1.5 F1.5 1'-6" so. 12 (2). #4 3.375 F2 21-011 Sq. 12 (3).#4 6 F2.5 2* -611 Sq. 12 (4) #4 9,375 F3 T -O" Sq. - 12 (4) #4 115 F3.5 3'-6" Sq, 12 (5). #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5. Sq. 12 (6.) #4 30.3*75 F5 51-011 Sq. 12 (7),#4 37.5 F5.5 51-611 Sq. 12 (5) #5 45375 F6 61-011 Sq. 18 (8) #5 54, F6.5 5'-6." Sq. 18 :(9) #5 63.375 \Jot*e: Bottom ttorn of each fodtihg shall beat least.12"below finished grade oras per, localreqbi'rements a �[]����`f�����t[J��| [����'�J[� Summit Structural - ' — �c� 9roject:Revels Residence EngineecnK.B Roof Loads DL= I6psf LL= ZO psf i Roofplywood- " ° framing, stagger panels; and pail with 8dat6"oc`edges -and ]2" ox, field. Edg6 Ed8anui|aCQub|e,endtrusses, drag:trusses eaveb|noking,andaUsupported edges. Trusses: Spacing = 24" oz. Loads:� ' 7.[.Live Load = 20ps T.C. Dead Load = 8 P§f B.C.Dead Load = 8 psf | Total, Lo ad 36psf' | - -" COMPANY PROJECT Summit Structural Design i Woc► Works ° Mar: 27; 201 % 16:09 sorrh'nFtroa wrloo Dawes Laundry Room GLB Header t Design Check Calculation Sheet I woodworks Sizer•10.1 Loads: I •-.:Dutary!vrctn Maximum Reactions (lbs) and Bearing Length's(in) I • I t i U' T-4.5" Unfactored: Load Type Distribution -Pa c-. t.ocatior:(fCl Magnfuide Unit 2.249 'total Dearing; _ 3354 __ 1.ISq Length .Cern start Ind Start End 1.47 j 1.47 Live De(.1"n Load4 Dei fu -�UUL Total Aeil'n 100.0 p,f 0.15 Loads Dead Full Area TT 13.00(.15:00):'• psf Load"u Lave Fiol.l. Area 4.0..00(1.5.00)' sf.. •-.:Dutary!vrctn Maximum Reactions (lbs) and Bearing Length's(in) I • I t i U' T-4.5" Unfactored: sis Value, Desi it - Value Dead 1106 11 O(i Live Factored: 7.249 2.249 'total Dearing; _ 3354 __ 1.ISq Length 1.47 - 1.47 Min re 'd. 1.47 j 1.47 i Glularn-Unbal., West Species, 24F -V4 DF, 3-1/2".x12" 8 laminations, 3.1/2" maximum width, Supports: All - Timber -soft Beam, D..Fir-l- No.2 i Total length' 7'5,9';' Lateralsupport:' too= at. supports, bottom= et -supports; i Analysis vs.. Allowable Stress (psi) and Deflection (in) using NQS20.12 eri.ter'i:on -AnaF sis Value, Desi it - Value :anal sis/Dasiun .Shear. fv 4 Fv' _-1-65 Lv F'v' = 0. 32 11 nyl+l (b =. 860 Fb' 2322 fb/Fb' -- 0,37 - De Oead Defl'n 0:02. _ <L/999 Live De(.1"n 0.04 m <L%999 0...25 - iL/360 Total Aeil'n 0.05 <L/999'. 0.37 - 0240 0.15 Additional Data' FACTORS: E'/E(ps!ICD CK c CL CV Cfu Cr' Ctri: Notes Cn'6r LCA E'.v,' �2u5 L.00 l:',00 1.00 - - 1.00 1.00 1.00 - 2 ! ' Fb'« 2400 1.60 1. do 1:00 0.961 1.000 1.00 1...00 1.00 1.00' - 2 ! FIC 650 - 1.00 1.00 - - - - -00 1.8 1.8 million 1.00 1.'00 - - -- - 1.00 - - 2 i E:niny' 0.05 million 1..00 1.00 - - - - b.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 112 = D+ -L, V '_ .3299, V design = ,2349 lbs tie:+ding(«)k LC U2 - Dt L, t1 GOBI lbs -ft De`I e t. ion: LC A2 = D --L (live) - D�dead ),-sive S=snow-'r!=wi.nd I=impact i.r-roof. 1!ve I.c=concentrated E=earthquake Al.i LC's are listed in the Analysis output Load co:nbinations: ASCE-7-10 /-IOC 2012 CALCULATIONS: Ua i7 ectlon: EI= 9070Ofi lb-.Ln2 - re" deflection De?lection from m!1 non -.dead loads (live, wind, snow,..] Total Deflection 0.50(Dead Load Deflect.ion) l thea Load Deflection. Design Notes: 1. Woodworks analysis and design aro in accordance with the ICC International Building Code (IBC 2012), the. National Design.Spocificetion(NDS 201.2),.and NDS Design Supplement. 2. Please verify that the default deflection limits -are, appropriate. for' your application. 3. Glulam design value's are"for materials conforming to ANSI i 17-2010 and manufactured In accordance with ANSI A1g0.1-2007 4. GLULAM: bxd = acival breadth x actual depth. 5. Giulam Beams shall.be laterally supoo.rlod according lo: the provisions of NDS Clause'3.3:3. 6.. GLULAM::bearing length based on smaller of Fcp(lension), Fcp(comp'ri). s r rF y; t T ilri�� n ':i"O r, °;yZr rrR t r• +« wf>,y •tet m. � � �t' " �v,T" �t •r t "•�y • r + H" �; { � i{ �, £'c.!,}y r.,��ry . fa. � F � {1 �� �a {r�1' ''"•- #`+'�` Av - �a fes. t'` �"!� N, � �r � , f i J ,. �� , la,4 • t"' r t� rA ��. f eyj. � y�S �'' ,� �5.7. •(y i ` `• 4 .� , r� w z� 1020) CAR (1,020) DF(. 40.17. K-,1')PF;q Ilk, 4 i RECEIVE® • • ' '��+ � T °`} � JAN 12 2017 Jj 4r•: TR 8 AND ASSOCIATES t�..�. 383 Rio Lindo Ave, Chico, CA 95926' t p. (530 ' ) 592-4407 www.summitchico.com•- Strua%.tural Calculations'For, = - Client: S17,00ly Daniel Revels PERMIT#,-- - - VIIE000NTY DEVELOPMENT SERVICES REVIEWED FOR _Project: CODE COMPLIANCE �j Revels "Residence Deck , DATE 7 y/7 BY / r� REVS VED C Address_ FOR CODE COivif� iJANCE ��� �tl, Rich Gulch Road, Oroville, CA., APR 12 2017 TRB AND ASSOCIATES EDy C7 ss in EXP. t, OC gLF1F�� Note: Summit Structural Design ' (SSD) . is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specifiE:!d herein: SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shell be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. 3 :fir f of .7t •.n , �y _,& ;e}» r , *, fa t w 8T't t rt T� Summit Structural Desi PROJEtTi Revel's Deck STRUCTURAL NOTES r `• �. s ,`r,Y •,� +• t.t.", :1 • 1. GENERAL ,' y � � •. ,�.'�• ;�I'�"i.�' 1r`�yfi'••, A); ALL WORK SHALL CONFORM TOTHE2013 CBC AND ALL APPLICABLE LOCAL CODES. , ' B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. 'rt• ' THE GENERAL CONTRACI.OR SHALL VERIFY THAT ALLACONSTRUCTION IS IN FULLAGREEMENTWITH THE LA'Tt:sT, BUILDING DEPARTMENTAf PROVED "STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN ;'AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE C) '. r THE DRAWINGS AND CALCULATIONS REPRESENTTHE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED yF OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION: THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. °x _ID) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, _ THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON •I HE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. ' j F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC.'.,.) IS THE RESPONSIBILITY OF a THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS - " A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. .• E3) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER - CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALI. FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. ` E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF110 FEET,HORIZONTAL., G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, , H) ,FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE: COMPACTED A MINIMUM OF 90%. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808,7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY .r FOUNDATION NOT IN.STRI(T CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE :SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI (DESIGN 13ASED ON 2,500 PSI U.N.O.). C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY A13OVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-:1./2" SLAB WITH 113 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLA_ B WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. 4 4 Summit Structural:Design ° t .'PROJECT:'Revels Deck 4' G) ' „• SAW-CUT TOP /y OF SLAB FOR CRACK CONTROL AT INTERVALS,NOT TO EXCiEED,16';0 WHERE SLAB IS REINFORCED, SAW CUT Al' INTERVALS NUT TO EXCEED 7'-0" WHERE SLAB IS'UN-REINFORCED ;-'; lti REINFORCE MENT,COVER SHALL BE AS FOLLOWS: `. CONCRETE CAST AGAINST AND+PE.RMANENTLY EXPOSED TO SOIL: 3' s; CONCRETE WITH SOIL OR WEATHER EXPOSURE:'#5 BARS AND SMALLER:-1 %" ��Yf# sy?•; ..i&,y; ;1�i!, _ #t6 BARS AND LARGER:' • 2" . CONCRETE WITHOUTiSOIE OR WEATHER, EXPOSURE: X" - 1) REINFORCEMENT SHALL-'BE GRADE.60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND , LAPTOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O: a K) t67' ND LARGER REBAR SHALL 140T BE RE-BENT, �L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN e: POSITION BEFORE AND DURING CONCRETE PLACEMENT. : t "6. FRAMING/LUMBER ' 6-1 MATERIALS: , A.) A SHEATHING: 1. ROOF SHEATHING: Y2" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, S-TAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O, BY PANEL MANUFACTURER. . 2. FLOOR SHEATHING: '/a" APA RATED 48/24 WITH FACE GRAIN PERPENDICULARTOFRAMING; STAGGER PANELS AND NAIL WITH,10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLA14S ' - 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. s B.) GLUE-LAMS: GLUE-LAMS SHALL. BE 24F-V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE-LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2.303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO I'FIE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. • C.) - MICRO-LAMS: MICRO-LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND ' SHALT. BF. MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481-, ' C2-.) PARAL.AMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN:, AND SHALL BE MANUFACTURED, APPROVED'AND IDENTIFIED AS PER NER-481 ' R D.) SILT. PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR•BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM . EACH END OF EACH PIECE. Al' SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MA•TERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY.THE W.W.P.A. OR ' W.C..L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. - 1. STUDS SHALL BE STUD GRADE OR BEI?ER. " - 2. ALL POSTS SHALL BE DF-L 41 U.N.O. p ' 3.. 2X AND 3X RAFTERS SHALL BE OF-L 42 U.N.O. 4. 2X JOISTS SHALL BE DF-L 42 U.N.O. 5. CONCEALED BEAMS SHALL BE DF-L#2 ' 6. EXPOSED BEAMS SHALL BE DF-L tt1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U•N.O., WHERE EXPOSED TO WEATHER OR WITHIN-18" OF FOUNDATION, - ' • NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLT'S AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. 11.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG-TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS 1.) - ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR O"THERI•VISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 'J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE- HEMANUFACTURES MANUFACTURESRECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O.- USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 X LVI. RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). • 1t /- lmmit S i3 1 � 1 • Y f . CJs 6-2 GENERAL FRAMING 7`'• '-• A.) 7 MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304:9.1.._ B.) LARGE --R MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN T•HE}SE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAYBE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE:: CARE SHALL BE TAKEN,TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ` ROOF AND OR FLOORS AND,COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL�MEASURESNECESSARY,TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING ` A.) BUILT,,UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED ,. TOGETHER WITH 16d NAILS AT 6" O..C., T&B U.N.O. B.)y, DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND f. UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL 13E PROVIDED, FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE: SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A. SUPPORT: SUPPORT ALL UPPER LEVEL POSTSAND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS, , B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N,O. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE: E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 7. STEEL 7.1 "STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM'TO ASTM A-992. 13.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. , D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE - JOINT -E.) ALI. STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I,.II, III, AND IV U.N.O. B) ROOF LIVE LOAD : NA C) SEISMIC ZONE: D D) WIND SPED: -D: 110 MPH EXP C L KITCHE EPA APPROVED 4 W000 STOVE & I B P II B P A HEARTH. INSTALL 4Ho; PER MAN. SPECS_ I" zi2 RANGE W% =4'-6" L=4.'-6" HOOD V.T.O. <> REFIF O t' UP 4040 5050 RP SL. BP 2-3068` R. DR. Rp LANDING L=5'-6 L=4'-9 L=12'-8" " DECK 340 SQ. FT..� z 1 -8'-03" 10-34„ 3'-8 t4 22'-0., . 12'-0" ' - 'SLIMMit Structbral Design Project: Revels Deck Engineer: RKB . - .'.0 Design of : Gravity Loads Gravity Loads: Deck Slope= 0 to 12 Deck Dead Load Decking 2.0 psf Framing 9:0 psf Total (sloped) 11.0 psf Deck Live_ Load. Deck Live Load 40.0 psf I 14 IP f Pf �o %rM, .: .......... 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S t Y. '.4 t -t. s+ t J y �. .rfu y :� L t pa4 �1' n�''a.f r ii3i a f A•h t '� 1i LL'Ifl i1fA1��}s''tk�rEjryt��iY�j 't t ! t r i J 1 tL 't! rt 5. �J i t '{ s s7 F �Zf .M)• a 1 al v j e r .4 .s.} * fw t sf?'r`� r s 1vfi•ir'r d yt t ,3a,4 Tdd1'�.3 K:irx R` F g: d•,t r" 1! F' 10 4 r' �'L'r �'' ) ." v'at t�' t n -, ^ J a l; I,Y ti � aq �°r.}.'�. i�.a ����tuu"+}}} n'� ti -at'1 • a k I 1 x.4 )i Tt f Sf t1R1 b n �3r',� t,t' .e+ir•C`•4 iI+'`„, �t &�1 ��� * 69 •' da ,� s _ � AF- ♦ "z�� z�_ Fu �ia}i ����N°a �sI?$,ni�� fF•c`.��A�Sr Y �J�k�`�.,i�l +'',� 15 ir.+ tf� -- L *y r i F �.'tr `yt 1} f - t ~� ., �' n ,} 1. '4.P dA 7 lr5• a J{ �% rt -tiL''3{l`t-P E•` t 5! t�5�•�1 ;1 ,}�,a -0 nl C 7t �er� wr•L y' _ __;y .. ,y. y„ ,( -!�_t r.. :..m.{n�G lt'.•r>i:^.F�=r;.,�it.:.�...-{[�+���s6'��i.��?1+�..rih"4.��`.Jir��'�t't.•i �l�.'.��,"art`'.v$ c. s.i-'S'�:iw ���:•Y,R'-�.��T it �'' . .. USGS-Provided Otatput , r • i - f SSS= ' 0'.63.7.8 SMs ,� `0 822' g t;Sos _ r 0548 9, 4' _ r - 0.263 ,. 0.329 ,. S, - g Sn,1 = 0 493 g S g a D1 1 ro•r inm foration on how the•SS and Si -values above have been calculated from probabilistic (risk targeted) and determ_inistic.ground motions. inthe direction of maximum horizontal'resp'onse, please.�eturn the application and, select the °2009 NEHRP'= building code reference document. NYCE, R Respanse.Spectrum `s Design Re sponse Spectrum u.?? - r 0.49 '"- u. 6 - _ 0.42 0. ac v:1� M F tD' 0.30 e r F U.3G r 0.21 y0: 2.7 ~`�•�. z 0.12 ' ..... ' y Oje , "i' 0.1.2 o n9 + t i' 0. 60 i-•�-�i--1- . -i--1- 1 I _-� . • • . 0.00 -f =---F---i- i -•--•-i 0-00 0.20 0.40 0.60 0.00 1.00 1,20 1,40 CGo 1:80 ° J0 • ` r u 00 0.20 0.40 0.60 0:80 1.00 1.20 1.40 1.6(4 1.*0 277)0 Period, T (sec)', t Period, T ('sic) Altnt ugii this information J a product of the U,S. Geological Survey we provide, no warranty p>,p essed:or implied, �J to the accuracy nl the <Y3{ 3 r..bntanicA itheiein. This tool is riot a subst,Cut12" for tech nicof subject -matter knowledge. - 1 �, s - . .. 1. �... . Summit Structural Design ,•.4 Project: Revels Deck' Engineer: RKE3 ` Design of: Seismic Pa meter D;eyelopment•(ASCE 7-10)Mapped Spectral Acceleration Parameters -- 55= 0.637 _ Mapped MCE, 5% damped, spectral response acceleration parameter at short periods 51= 0,263 Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1 second Site Class= D Based on the sire soil properties. Site Class D shall be used unless jurisdiction or geotech report determines that other Site Class soil properties occur. Occ. Category= 2 1=Low Hazard Structures, 2=Typical Structures, 3=Substantial Hazard Structures; 4=Essential Facilities Eq. Importance= 2 1 for Occupancy Category 1 or 2, 1.25 for Occupancy Category 3, 1.5 for Occupancy Category 4 Site Coefficients Fa,-- 1.29 Short period site coefficient Seismic Design Category Based on Short Period (SDS) Site Coefficient, Fa Adjusted Spectral Acceleration Parameters SMS(FaSS)= 0.827. Site Coefficient, Fv SM1(Fvsl)= 0.493 Mapped short period acceleration parameter Ss adjusted for site class effects Site Class SS<::0.26 Fa Based on Short Period (SS) SS=0,5 SS=0.75 SS=1.1 SS>=1.26 Site Class S1<=0.2 Fv Based on 1 Second Period S1 _ S1=0.2 S1=0.3 S_1_-:0.4 =(F6 A 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 _ --I> 0.8 _ 0.13 8 1 1 1 1 1 B 1 1 1 _ 1- C 1.2 1,2 1.1 1 1 C 1.7 1.6 1.5 1.4 1.3 D 1.6 1.4 1.2 1.1 1 D 2.4 2 _ 1.8 _ i.6 1.5 E 2.5 1.7 1.2 0.9 0.9 E 3:5 3.2 _ _ 2.8 2.4 2.4 F Per Section 11.4.7 F _ Per Section 11.4 ' NOTE: Use straight-line interpolation for intermediate`values'ofSS and Sl .7 _ Seismic Design Category Based on Short Period (SDS) Seismic Design Category Adjusted Spectral Acceleration Parameters SMS(FaSS)= 0.827. Mapped 1 second period acceleratlon parameter 51 adjusted for site class effects SM1(Fvsl)= 0.493 Mapped short period acceleration parameter Ss adjusted for site class effects Design Spectral Acceleration Parameters 2 SDS(2/35MS)= 0.548 Design, 5% damped, spectral response acceleration parameter at short periods SD1(2/3SM1)= 0.329 Design; 5% damped, spectral response acceleration parameter at a period of 1 second • 51= 0.263 Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1 second Seismic Design Category A. '' sor= n A_ Seismic Design Category Based on Short Period (SDS) Seismic Design Category Based on 1 Second Period (SDS)_ SDS 1 Occu ancy CategoryOccupant: 2 3 A SDI 1 2 Cate 3 4_ SDS<0.167 A A. A A SDI<0.067 A A. '' A A_ 0.167>=SDS<03;3 B B B C 0.067>=SD1<0.133 B B 13 C_ 0.33>=SDS<0.50 C C C D 0.133>=SD1<0.20 C C_ C D _ SDS>=0.50 D D D D SD1>=0.20 D U D I.) S1>=0.75 E E ='- 1- 'Z_-1�_-J . r A Vertical Distribution of Seismic Forces ' Summit Structural Design Project: Revels Deck Engineer: RKB - S Design of: Seismic Load.Developrrient (ASCE 7-10) Equivalent Lateral Force Procedure' - SDC= D SeistrllcDesigriCategory 51= 0.263 Mapped MCE, 5% damped,_ spectra lresponse acceleration parameter at a period of 1 second SDS= 0.548 Design, 5% damped, spectral response acceleration parameter at short periods SDI= 0.329 Design, 5% damped, spectral response acceleration parameter at a period of 1 second Seismic Force Resisting System= Timber Frames' ` R= 1.5 Response Modification Factor Omega Naught= 1.5 System Overstrenglh Factor Cd= 1.5 Deflection Amplification Factor .Height Limit= 35 Maximum Allowable Structure Height Occ. Category= 2 1=Low.Hazard Structures, 2=Typi6al Structure's, 3=Substantial Hazard Structures, 4=Essential Facilities Eq. Importance= 1 1 for Occupancy Category 1 or 2, 1.25;for Occupancy Category 3, 1.5 for Occupancy Category 4 TL= 16 Long Period Transition Period in seconds Ta=T= 0.1 _ Approximate Fundamental Period in seconds Seismic Base Shear k Cs- ' 0.37 SDS/(R/1) Seismic ease Shear Coefficient with Consideration of Parameters Below Csrnin= 0.02 Shall not be less than 0.044>SDS'I and 0.01 Csmin(SI>=0.6)= NA Shall not be less than 0.5'Sl/(R/I) If Sl>=0,6 Csmax(i'<drL.)= 1.96 S01/(1'•(R/1)) Need not exceed•this value if T<=TL Csmax('I'>TL)= NA SD11TL/(T'-(R/1)) Need not exceed this value if TTL . r A Vertical Distribution of Seismic Forces ASD Story Percent of Story Height hx wx h,' -w, Cvx Fx Shear ©ase Elevated Level (ft) (ft) (kips) k (ft -kips) h,'%Yj(Eh,•w,) (kips) (kips) Shear Roof 11.0 ]1.0 3.74 1 41.1 1.0 1.37 0.96 100 9 0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 100 8 0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 _ 1_100 7 0.0 0,0 0.00 1 0.0 .0.0 0.00 0.96 _ 100 6 _ 0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 .100 5 0.0 0.0 OAO 1 0.0 0.0 0.00 0.96 _ 100 '4' 0.0 0.0 0.00 1 0.0 0.0 0:00 0.96 - 100 3 0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 _ 100 2 _0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 _ 100 1. 0.0 0.0 0.00 1 0.0 0.0 0.00 0.96 _ Base Shear= 1.37 1 Total= 41.1 1.0 1 1.37 . r A CIA�V't. Ste\ Cry' = �_�D�" �•�"�'� ��'t<� f�U V r i Sum, mit Structural'DeE:>ign • Project: Revels Deck Engineer: RKB Desi n of: 45 Degree.,Kr_TeO Brace Loads (2012 NDS) ASD Guardrail Post: -- '�---� Base Shear/Br-ace= 240 lbs. Max ASD Base Shear Load. h= 10.5 ft. Dim. from Base to Center of Top Connection (0) d= 3 ft. Dim. from Center of Top Connection (o),to Center of brace at Pont Loads: , Horiz. Load at Brace= 840 lbs. Sum of Moments About Center of T.dp Connection= Base Shear*h/d Horir_. Load at O= 600 lbs. =Horiz. Load at; Brace -Base Shear Brace Load:: 1188 lbs. =Horiz. Load at Brace*V(2) Vert. Load at Brace= 840 lbs. Vert. Load at Post= 840' lbs. O o�w� ��omsm mnonnnmmn m Brace Connection: 16d Allow. Shear= 101 lbs. Cd= 1.6 No. of 1.6d Req'd= 7.4 d CIA�V't. Ste\ Cry' = �_�D�" �•�"�'� ��'t<� f�U V r i Note:'Qottom of each footing shall be at least 12" below finished grade or as per local requirements 't • SUM it.Structural' Design Project: Revels Deck » Engineer: RKR ,; »•' ,F Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength:' 2500 'psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. full height. Provide #4 at 18" o.c. vertical developed by hook into footing, U.N.O. Continuous footings; - Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 =a 12 . 1875 ' (2) #4 cont. 18 12. 2.250 (3) #4 cont. _ 2.4 12', 3000 (3) #4 cont. 30, 12 3750 (4) 44 cont. Spread Footings: Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0" Sq, 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4, 3375 F2 21•-0" Sq. 12 (3) #4 6' F_2.5 2'-6" Sq. 12 (4) #4 9.3.75 F3 '' 3'-0" Sq 12 (4) #4 13.5 F3.5 3'•-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 51-•6" Sq. 12 (5) #5 45.375 F6 6'-•0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9') #5 63.375 Note:'Qottom of each footing shall be at least 12" below finished grade or as per local requirements 't Summit Structural Design Project: Revels Deck Engineer: RKB, . ' Design of : Post Foundanions, Wonconstrained (IBC 2012) y Embed Depth, d= 2:23 ft. A= 1.92 0 e' b= 3.5 ft. Diameter of round post or diagonal dimension of square post. �eA� d= 2.5 ft. Depth of embedment, but < 12' for purpose of computing lateral htessure. h - 0.3 ft. Height of applied load. 8 P= 480 lbs. Applied load. 1 S7.= 1GZ psf Allow., lateral bearing pressure based on 1/3 of embed depth. t s Embed Depth, d= 1.93 ft. .✓r 1 A= -1.51 b= 2.8 ft. Diameter of round post or diagonal dimension of square post. d= 2.0 ft. Depth of embedment, but < 12' for purpose of computing lateral pressure. h= 0.5 ft. Height of applied load. P= 240 Lbs. Applied load. v F S1= 133 psf Allow. lateral bearing pressure based on 1/3 of embed depth. )LY. LED 12 4TS 4X8 P - T. DF.#2 JOISTS @ 16" O.C. 61 1- I on -L3 �66 _EgL6 6 C BC66 4X8 P.T. DF.#2 DECK JOISTS @ 16" D.C. 34' f"A P.T. LEI (2'l /4S SCREWS WITH 4" ,Iva ddflf1lA7k 2X8 P. 41 6X12 D ILoads f > '• COMPANY PROJECT Summit Structural Design j July 21,016 09:59WoodWorks-0 t SOOM"ARCFOWOOD DES/CN g1 Design Check Calculation Sheet woodworks sizer 10.1 "? 1 !.oad type �,, Distribution Pal:- 'Location. (ftl Alagnl1ude Unit Fv' 'i -, r.er.n StarC and SLart F.nd hoed) !lead Fu '.Area fb/Fb' - 0.32 tiead De'n 11.U t16. U)' ps Load2 Lave Full Area - i.iva Defl'n 40.00 116.0)' sf '• Maximulll(Reactions (lbs) and Bearing Lengths (in) Lumber -soft; D.F(r-L, No.2, 4x8 (3=1/2"x7-1/41 y Supports: All - Timber -soft Beam, D.Fir•L No.2 Floor joist spaced at IGH' tao;Total length: Service: wet; Lateral suppon: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online holp): Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: C:rE tc:riil is A::c+lys'ic value C•esian Value 7uia.1 sis/fiesign 16 Fv' 140 fv F'v' Be d!::y i*t :'b 290 Fb' s 915 fb/Fb' - 0.32 tiead De'n t.02 <L/999 - i.iva Defl'n :;.06 = Winiml bnarino lenolh amino ueod P' fn. o..r� �,�.......:�--•--•----_ 1 . Lumber -soft; D.F(r-L, No.2, 4x8 (3=1/2"x7-1/41 y Supports: All - Timber -soft Beam, D.Fir•L No.2 Floor joist spaced at IGH' tao;Total length: Service: wet; Lateral suppon: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online holp): Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: C:rE tc:riil is A::c+lys'ic value C•esian Value 7uia.1 sis/fiesign 16 Additional Data: FACT Oils: Ff E!;;sis CD CM Cc CL CF Cfu Crcfrt Ci. Cn, LCk 0.9-1 1..00 _ _ _ _ 1.00 0.80 ..1.00 2 Fb'• fAr!+ 1.00 0.85 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 FCu' 625 0.67 1.00 .. - r - 1.00 1,00 - - 1.0 11 ion 0:90 1.00 . - - - 1.00 0.95 - 2 Er:;.n' 0 5? ;ns ! 1icri 0.90 1.00 - - - - 1.00 0..5.5- - 2 CRITICAL LOAD COMBINATIONS: + Shea: Lf, n2 0.1., v = 31.7,, V desirpt. m 273 lbs 740 lbs - ft ...., ._,...: r: r.: 112 W O -+L (IiveI U. !i;; i)-1. (total) Dudeac '^I r:o ?"-wind 1 -impact Lr=roof live lx =eoncentc'atea F. -earthquake A!i s are ii.suari in the Analysis output. , nat zo.+.s: ASCE 7-70 ! dHC 2012 CALCULATIONS'. Deflection: t; 170e06 lb -int ' :.:•e" duf.ecrion Deflection from all noir-dead loads (five,wind, snow...) 2.00iDead Load Debleccion) - Live- Load 'Deflect ion. Design Notes: - �- 1. WoodWorks analysis and design are in accordance with the ICC International Building 'Code '(IBC 2012). -the National Design Specification (NDS 2012), and NDS Dosign Supploment. 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. 9. FIRE RATING: Joists, wall studs. and multiply members are not rated for fire endurance. -- - -- Fv' 140 fv F'v' Be d!::y i*t :'b 290 Fb' s 915 fb/Fb' - 0.32 tiead De'n t.02 <L/999 - i.iva Defl'n :;.06 = SL/999 0.31 L/360 0.1.9 'notal-:ei`1'r. 0.09 <L/999 0.47 : L/240 0.20 Additional Data: FACT Oils: Ff E!;;sis CD CM Cc CL CF Cfu Crcfrt Ci. Cn, LCk 0.9-1 1..00 _ _ _ _ 1.00 0.80 ..1.00 2 Fb'• fAr!+ 1.00 0.85 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 FCu' 625 0.67 1.00 .. - r - 1.00 1,00 - - 1.0 11 ion 0:90 1.00 . - - - 1.00 0.95 - 2 Er:;.n' 0 5? ;ns ! 1icri 0.90 1.00 - - - - 1.00 0..5.5- - 2 CRITICAL LOAD COMBINATIONS: + Shea: Lf, n2 0.1., v = 31.7,, V desirpt. m 273 lbs 740 lbs - ft ...., ._,...: r: r.: 112 W O -+L (IiveI U. !i;; i)-1. (total) Dudeac '^I r:o ?"-wind 1 -impact Lr=roof live lx =eoncentc'atea F. -earthquake A!i s are ii.suari in the Analysis output. , nat zo.+.s: ASCE 7-70 ! dHC 2012 CALCULATIONS'. Deflection: t; 170e06 lb -int ' :.:•e" duf.ecrion Deflection from all noir-dead loads (five,wind, snow...) 2.00iDead Load Debleccion) - Live- Load 'Deflect ion. Design Notes: - �- 1. WoodWorks analysis and design are in accordance with the ICC International Building 'Code '(IBC 2012). -the National Design Specification (NDS 2012), and NDS Dosign Supploment. 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. 9. FIRE RATING: Joists, wall studs. and multiply members are not rated for fire endurance. -- - -- COMPANY PROJECT Summit Structural Dosign yn V July, 21. 201610:06 ! : Voou"/orks' SOMW.Rf i6R W006 MICA, _Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: W' Load Type .1 1 stribution17 ci-Location en ,, t.1j Me ilud. Unit Fv­­_ 136 Bar V hquii 993 �c ""t . ,,.!n fb'.r Toa 'N..,a.d 11 Area 11.09 L/999 �fps I _enyvi: 1, ive 1�ll "� . re 1/1398 .31 0. 00 5.0 0.57• cad]f Ea i thquaxe Point 0.92 = 3:22 1200 -lbs Maximum Reactions (lbs) and Bearing Lengths (in) U f ac Co nad -Analysis Value Design ValLe yy S Ii e A !, .. ..y i ve Fv­­_ U f ac Co nad -Analysis Value Design ValLe lArialysis/Desig. S Ii e A !, .. ..y i ve Fv­­_ 136 Bar V hquii 993 fb > Fay Cor eel: fb'.r 1060 Eb/Fb'.- 0.36 ?cad Ce -'?'n. 11.09 L/999 I _enyvi: Lava 'n 0.3'J, 1/1398 .31 11/360 Timber -soft, D.Flr-L, No. 1, 6x14 (5-1/2"x13-114"), Supports: All - Timber -soft Beam,'D.Fir-L No.2 Total length: 18'-5.6": - Service: wet: Lateral support: top= 16 bottom= at supports: [in) Analysis vs. Allowable Stress (psi) and Deflection (in) using 140S 2M: .0 ri te:, 1. 01i -Analysis Value Design ValLe lArialysis/Desig. S Ii e A !, .. ..y Fv­­_ 136 EVIFVI - 0.31 fb > 801 fb'.r 1060 Eb/Fb'.- 0.36 ?cad Ce -'?'n. 11.09 L/999 I Lava 'n 0.3'J, 1/1398 0.61 11/360 0.57• To", a L Eie f I ' n 0.49 1./450 0.92 = L/2:40 o'. 53 Additional Data: CM C t CL CF C f u Cr Cfrt Ci C11 •LC'h 1.00 - - - - 1-00 0.80 1.00 2 Fb i 3.,V. 00 1.00- 1.06 0.999 0,90 1.00 00 1.00 0.80 - 2 6; 0.67 1.00 _- 1.00 1.00 .00 1.00 Emir.' Ion .1.00 1.00 1 0.95 2 CRITICAL R ICAL LOA0 COMBINATIONS: Z,I: -?,! D- 1, V 2341, V design 2045 lbs F1&nd'n9 L" Ii_ U. 6: 11, 10142 lbs -ft ve WL (total) ."snow W-wl nd I -impact Lr-roof live Lc -concentrated -earthquake a:,.! 13.iz.ed 1:1 the Analysis outpu,t com ASCE -10 / IDC 2012 CALCULATIONS E: I706e06' Ib-in2 ctiOn from al -1 non -dead loads ('live, wind, snow.:.i T*: i 2.00!Dead Load Deflection) , Live Load Deflection. Design Notes: 1. Wood Works anilvsis and design are in accordance with the ICC International Buildiig Code (IBC 2012), the National Design Specification (Nos 2012). and NOS Dosign Supplement Please verify that the default doflection limits ere appropriate for your application. .3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.41. 0 I ,(r COMPANY PROJECT Summll Structural Design VVo'o',d,­"/'6"rk9s' July 21; 201610:06 SON W ,utFOR w'Ooo O tGh,• Typical Column Design Check Calculation Sheet WoodWorks Sizer 10.1' Loads: Lund 'type Desi n Va1ce. Anal sls/Desion iihe%t t' -Magnitude. Fv' s 21.8 V Fv' _ 'at ribution Pais- .'Location iftl Fb' = Unit, fb/Fb'.= • c. 't'� t :'tern fe 1.48 .Start -End Start End fc/Fc' = 0.38 Dead Ax:a I;• , F'e• IEce. = 0:00") 1000 lbs Loan:' L.qe /inial ' - bending)_ (ECc. = 0.0011) .1400 .lbs Lwt+(i3Ea: r.IIII ga Point 7.00 1200 lbs 3ai°-we i'yht Dead Axial 0.39 72 lbs Lateral Reactions (lbs: 10' CD C) C 0' OraC the F:artiiqua):• 16C F6 'l Timber-soft, D.Fir-L, No.2, 6x6 (5-112"x5-112") Support: Non -wood: Bearing length = column width Total length: 10'; Pinned base; Load (ace = width(b): Service; wet; Ke x Lb: 1.0 x10.0 = 10.0 (fl); Ke x Ld: 1.0 x10.0 = 10.0 ((1); Lateral support:•lop = Lb, bottom Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) t, ;.. unq qn,7 Cri ter:enAn -- it is Value Desi n Va1ce. Anal sls/Desion iihe%t t' -1v29 Fv' s 21.8 V Fv' _ '. 13 3endi. nr,t•� fb = 763 Fb' = 966 fb/Fb'.= :0. 9b - :r,! fe 1.48 Fc' = 3.91- fc/Fc' = 0.38 Axla! oes:ne fc m 148 F'e• 510 Cc/Fc-m 0,29 C:ogtb .ned (ax.i.a. coMpression + s de load bending)_ Eqs. 3.9-3 = '0.05 Dead Clef*: h negligible Lave bcfl'n 0.26 = 0466 0.67 - 1,/180 0.39 0.26 = L/466 1 0•G7 L/180 0.39 Additional Data:-1---�� J:T(11(S: Eips!iCD CM C[ rL/CP CF Cfu Cr Cf.rt Ci LC 11 r,^, .. ! GG 1.00 1.0 - - E'o'•' i.60 1. i.00 0 U - .80 4 00 1.00 .1.000 1.oco 1..00 1.00 1.00 0.60 4 - Fc' i.00 11.91 1;00 0.761 1.000 - - 1.00 0.00 2 - Fc'corb 'i'01.60 - - O. 608 - - - - 4 a!liion 1.OU 1.00 - - - - ..OU 0.95 4 ' 7 miI ion 1.00 1.00 _ _ _ _ 1.00 0.95 4 F'C' '•ti0 i.00 0.91 1.00. 1..000 - - 1.00 0;80 2 - CRITICAL LOAD COMBINATIONS: Steer I.c - _ D+.7E, V 588, V design v 588 lbs >er;ii!;g:•t: 1.t, 64 D- .7E, M. _ -1764 lbs -ft beflaction: Lr 1I4 C)+. 7E (live) W b4 D -.-)E (total) A?u al 111(: i7 D- L, P a 4412 lbs coab:nea LC !14 D+. 7E; it - f.c/FcE) .: 0.95 ;'=de:+:i '<•li.::e =snaw W -rind 1=impact Lr -roof live Lr.=chneentrated E=earthquake Che i+nalysis output AS. X 7-10 / IOC 2o.,;,. CALCOLA]'IONS • - . 1%u: - 99c•06 lb-in2 v�•'�;.�ii ::n ^ Dftflection .from itll non -dead i.oade (.live, wind, suow•...i ,• .,• •.. f:r:.:: 2.00IDead Load Deflection) + :.,!ve Load Deflection. Design Notes: _ 1. bVoodWOrks analysis and dosign are in accordance with the ICC International Building Code (IBC 2012), the: National Design Specification (NDS 20'12). and NDS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application.