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Home My WebLink AboutENGINEERING CALCULATIONS - 08-00168 - 450 Terra Vista Dr - AdditionContents Section A Project Description Section B Findings and Notes for Builder Section C Footing Sizing Section D Post and Beam Sizing Section E Seismic and Wind Loading Appendix A ResCheck Certification Appendix B Timberdesign® Output Files 9£Z9 -z58 QI `langxag •a•,I'jn2noQaw Slug :Sq paxgda.id C 800Z'61 Sinwga j ogvpI ,'2angxa-d U01j!ppv auUog XaAtaQ .jog suolivinalvD puR -tutaaauilua Section A Project Description The proposed project is a home addition proposed to be constructed in Rexburg, Idaho at the residence of Daniel and Lindsey Dewey. Construction of the foundation and footings will be standard reinforced concrete constructed in accordance with the 2006 International Residential Code. Upper walls will be light framed wood construction. The main level floor will be framed with dimensional lumber and the basement floor will be a concrete slab. The roof system will be manufactured trusses. Calculations and required member sizes for post, beams, footers and shearwalls are provided. Wood member sizing calculations were performed using the Timberdesign® structural engineering program. Output files from the program are provided. Project Location: 450 Terra Vista Dr. Rexburg, Idaho Madison County, Idaho Lat. 43.8 Lon. -111.7 Governing Regulation: 2003 International Building Code Snow Load: 35 psf (roof) Wind Speed: 90 mph Frost Depth: 32 in Seismic Zone: Dl 2 Section B Findings and Notes for Builder B-1 Footings Footing sizes are shown in Table B. 1. Table B.l Reauired Footing Size.q_ Perimeter Footings 18" x 8" Interior Footings 16" x 8" Deck Footers 24" dia. X 8" (See Section C and Foundation Plan) B-2 Foundation Construct Foundation to match existing foundation height and elevation. Height is approximately 8'. Thickness to be 8". Provide #4 horizontal reinforcement @ 2' O.C. with (2) in the upper 12'. Provide Vertical reinforcement @ 2' O.C. also. Use 5/8" J -bolts @ 4' O.C. B-3 Shear Walls Use 19/32" sheathing with l Od fasteners @ 2" O.C. on both inside and outside of gable -end wall. Do not sheet inside past first sheet from ends until rough electrical is completed. Insulate wall before inside sheeting is applied. Use 7/16" sheathing on side walls with 8d fasteners @ 6" O.C. B-4 Posts and Beams Post and beam sizes are shown in Table B.2 4 Section C Footing Sizing Given: Snow Load = 35_psf Dead Roof Load = 15_psf Weight of Concrete =148 loft^3 Find: Required Footing Size's Assumptions: - Weight Bearing Capacity of Soil = 1500_psf (worst-case) - Footings Supporting Building Eve Sides Will Have Greatest Loads C-1 Front and Rear Eve -Side Footer Solutions Roofload = ( 302 ft)(35_ psf +15_ psf)= 750 lb ft flr = (50_ psf X8_ ft) = 400_ lb f foundwall = 148 lb )(8_,,1_ft (8_ft) = 789 lb ft312 _ in — ft framedwall = (15 _ psf X8 _ ft) =120 lb ft lb total = (750 + 400 + 789 + 120)_ - = 2,059__ ft 2059lb width = ft =1.4_ ft =16.5_in 1500 — f Use a 18" footing for addition perimeter. 6 Section D Post and Beam Sizing Post and beams were sized using 35_psf snow load, 15_psf roof dead load and 50_psf total floor loads, The square footage of roofing and flooring space supported was multiplied by 35_psf or 50_psf as appropriate. Calculations for wood member sizing were performed using the Timberdesigno structural engineering software package. Timberdesigno output files are provided in Appendix B. O � � cd 3 a> .rZ O E .- C133V.;-,::s ai u � ct o 0 En ct c� 3 N Appendix A ResCheck Certification REScheck Software Version 4.0.1 Compliance Certificate Project Title: Dewey Home Addition Report Date: 02/19/08 Data filename: Untitled.rck Energy Code: 20061ECC 33 0.350 12 Location: Rexburg, Idaho 33 0.350 12 Construction Type: Single family 25 0.350 9 Builidng Orientation: Bldg. faces 180 deg. from North 0.290 12 Conditioned Floor Area: 1456 ft2 Glazing Area Percentage: 38% Heating Degree Days: 8693 Climate Zone: 6 Construction Site: Owner/Agent: Designer/Contractor: 450 Terra Vista Drive Daniel and Lindsey Dewey Ray McDougal Rexburg, ID 83440 450 Terra Vista Dr. Southfork Design Group Rexburg, ID 83440 1066 N. Yellowstone Hwy. Rexburg, ID 83440 208-852-6236 ray@southforkengineering.com :Compliance: Passes on equipment performance 4.9% Better Than Code Ceiling 1: Flat Ceiling or Scissor Truss: Wall 4: Wood Frame, 16" o.c.: Orientation: Right Side Window 2 copy 3: Vinyl Frame:Double Pane with Low -E: SHGC: 0.37 Orientation: Right Side Wall 5: Wood Frame, 16" o.c.: Orientation: Front Window 6: Wood Frame:Double Pane with Low -E: SHGC: 0.37 Orientation: Front Window 7: Vinyl Frame:Double Pane with Low -E: SHGC: 0.28 Orientation: Front Window 6 copy 1: Wood Frame:Double Pane with Low -E: SHGC: 0.37 Orientation: Front Wall 4 copy 1: Wood Frame, 16" o.c.: Orientation: Left Side Window 9: Vinyl Frame:Double Pane with Low -E: SHGC: 0.37 Orientation: Left Side Window 9 copy 1: Vinyl Frame:Double Pane with Low -E: SHGC: 0.37 Orientation: Left Side Door 1: Glass: SHGC: 0.28 Orientation: Left Side Basement Wall 1: Solid Concrete or Masonry: Orientation: Right Side Wall height: 8.0' Depth below grade: 5.0' Insulation depth: 8.0' Dewey Home Addition 728 38.0 0.0 22 208 19.0 0.0 12 16 0.350 6 260 19.0 0.0 9 33 0.350 12 48 0.350 17 33 0.350 12 208 19.0 0.0 7 25 0.350 9 25 0.350 9 40 0.290 12 208 13.0 0.0 13 Page 1 of 2 Z !o Z abed uol;lppy awol.l Aamaa ales �; al 6iS 4 92 8I111yPweN •lsllNoNO uoll000dsul 3/0ayoS3a ay; ul pa;si s;uawannbei tio;epuew eq; gjIm AIdwoo o; pue VOI, uolsJaA 3109yoSMI ui s;uaLusimbei 0031 90OZ aq;;aaw o; pou6isep uaaq seq 6u!PI!nq pasodad aql -uol;eolldde;lwjad aq; q;lm pa;Alwgns suol;elnopm jaq;o pue `suolleogloads'sueld 6ulpllnq aq; gllm;ua;slsuoo sl ejaq pagposep u6lsep 6ulpllnq pasodoid sql-juawalelS aouerldwoo 3Cljd 6L :Jlv IOH Pawo j : L aoeuin j ,O•S :q;dep uol;elnsul ,0'9 :epej6 moleq q;daQ ,0'8:;g6laq IIeM aplS 4a-1 :uol;ejuaup tib 0'0 0'£L ON :tiuoseyq io alejouoo plloS :L Adoo L IleM;uawase8 ;uaj :uope;uaup L£'0 :O9HS 9 OS£'0 9 L :3 -Mol q;lm sued elgnoQ:ewei j iduln :Z Adoo Z mopulM ;uouj :uolleluaup L£'0 :OJHS 9 09£'0 9 L :3 -mol Lipm sued elgnod:ewej j IAuIA : L Adoo Z mopulM juoj� :UOIj6juauQ L£'0 :OJHS 9 09£'0 9L :3 -Mol q;lm sued elgnoQ:awejj lAul/1:Z mopulM ,0'9:q;dep uol;elnsul ,0.9 :ep-6 molaq q;dea ,0'8 :lg6ia4 WAW luoij :uoijejuapo ZL 0'0 0'£L tiZZ :luuoseW to a;amoo p11oS : L Adoo L IIeM;uawaseq aplS 1g6N :uolleluaud L£'0 :OOHS 9 09£'0 9L :3 -Mol g;!m sued algnoq:awej j l (uln : L mopu!M 20061ECC Energy Efficiency Certificate Insulation Rating R -Value Ceiling / Roof 38.00 Wall Floor / Foundation 19.00 0.00 Ductwork (unconditioned spaces): Glass & Door Rating U -Factor SHGC Window 0.35 0.28 Door Forced Hot Air Furnace Water Heater: Name: — Comments: 0.29 0.28 79 AFUE Date: Appendix B Timberdesigng Output Files Dewey Addition -f=loor Beam Southfork Design Group Project: Upper Floor Job: Joists Client: Dewey's Input Data Page 1 10:02:24 02/11/08 Designed by: RM Checked by: Check of (2)2x8 Select Structural -Douglas Fir -Larch -Dimensional t Left Cantilever: None Main Span: 16' Right Cantilever: None Check for repetitive use? Yes Tributary Width: 1'3-19/32" Slope: 0 Dead Load: 15 psf Live Load: 35 psf Snow Load: 0 Allow. LL Deflection: U360 Allow. TL Deflection: 0240 DOL: 1.000 520 (3 in Maximum) 32.407 Eb: 1900000 psi 17,: 95 psi Fb: 1500 psi Design Checks Reactions and Bearing Support Location Min. Bearing Reaction ft inb 0' 1.5 _ 520 16' 1.5 520 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 69 %. Design is governed by live load deflection. Governing load combination is Dead+Floor Live wlPattern Loads. Maximum hanger forces: 520 ib (Left) and 520 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4 Reaction -Bending - X Shear LL Defl. TL Deft. Ib psi psi in in Max. Value 520 949.727 32.407 -0.3707 -0.5295 Allowable 7500 2070 95 0.5333 0.8 % of Allow. 7 le 46 V 34 i/ 69 V, 66 i Location 0' T 152-3/4" 81 81 Reactions and Bearing Support Location Min. Bearing Reaction ft inb 0' 1.5 _ 520 16' 1.5 520 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 69 %. Design is governed by live load deflection. Governing load combination is Dead+Floor Live wlPattern Loads. Maximum hanger forces: 520 ib (Left) and 520 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4 Dewey Roof -Roof Beam Southfork Design Group Project: Roof Job: Rafters Client: Dewey Input Data Design of 2x8 Select Structural -Douglas Fir -Larch -Dimensional it Page 1 21:12:43 02/13/08 Designed by: RM Checked by: Left Cantilever: None Main Span: 127-25/32" Right Cantilever: None Check for repetitive use? Yes Tributary Width: 2' Slope: 4:12 Dead Load: 15 psf Live Load: 35 psf Snow Load: 0 psf Allow. LL Deflection: U240 Allow. TL Deflection: L/180 DOL: 1.250 Eb: 1900000 psi F,: 95 psi Fb: 1500 psi Design Checks Reactions and Bearing Support Location Min. Bearer Reaction ft in lb 0' 1.5 578.447 12'7-25/32" 1.5 578.447 Self -weight of member is not included. 1 of 69 %. Design is governed by total deflection. Governing load combination is Dead+Roof Live w/Pattern Loads. Maximum hanger forces: 578.447 Ib (Left) and 578.447 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4 Reaction Bending - X Shear LL Def[. TL Defl. Ib psi psi in in Max. Value 578.447 1670.43 70.169 -0.4009 -0.5821 Allowable 3557.56 2587.5 118.75 0.6325 0.8433 % of Allow. 16 V 65 V 59 V 63 V 69 Location 0' 6'3-29/32" 11'10-21/32" 6'3-29/32" 6'3-29/32" Reactions and Bearing Support Location Min. Bearer Reaction ft in lb 0' 1.5 578.447 12'7-25/32" 1.5 578.447 Self -weight of member is not included. 1 of 69 %. Design is governed by total deflection. Governing load combination is Dead+Roof Live w/Pattern Loads. Maximum hanger forces: 578.447 Ib (Left) and 578.447 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4 Dewey floor V#eader-Quit C Beam Southfork Design Group Page 1 Project: Headers 10:26:19 02/19/08 Job: 6' Door Designed by: RM Client: Dewey Checked by'. Input Data Design of (2)2x10 Select Structural -Douglas Fir -Larch -Dimensional Left Cantilever: None Main Span: 6' Right Cantilever: None Check for repetitive use? No Tributary Width: 0' Slope: 0 Dead Load: 0 psf Live Load: 0 psf Snow Load: 0 Allow. LL Deflection: L/360 Allow. TL Deflection: L/240 DOL: 1.000 (3 in Maximum) Eb: 1900000 psi F,: 95 psi Fb: 1500 psi User Defined Loads Load Case Load Distance(s) to Load Load at Load at Type Start Length Start End ft ft plf pif Floor Live Uniform 0' 6' 700 Design Checks Reaction Sending - X Its psi Max. Value 2100 883.565 Allowable 7500 1650 % of Allow. 28 V 54 Location 0' 3' Reactions and Bearing Shear LL Defl. TL Defl. psi in in 78.04 -0.0543 -0.0543 95 0.2 0.3 82 27 18 63/4" 3' V Support Location Min. Bearing Reaction ft in Ib 0' 1.5 2100 6' 1.5 2100 Self -weight of member is not included. Af Member has an actual/allowable ratio in span 1 of 82 %. Design is governed by shear fv/Fv. Governing load combination is Dead+Floor Live. Maximum hanger forces: 2100 ib (Left) and 2100 Ib (Right). Timber design is governed by NDS 1997, Program Version 9.4 dewey deck -Floor Beam Southfork Design Group Project: Deck Job: Joists Client: Deweys Page ? 11-.0614102116108 Designed by: RM Checked by: Input Data Reaction Bending - X Design of 2x8 No. 2-DouglasFir-Larch-Dimensional LL Defil. Left Cantilever: None Main Span: 10' Right Cantilever: None Check for repetitive use? Yes Tributary Width: 1'4-13/16" Slope: 0 Dead Load: 15 psf Live Load: 55 psf Snow Load: 0 Allow. LL Deflection: U360 Allow. TL Deflection: U240 DOL: 1.000 -0,2893 (3 in Maximum) 7500 Eb: 1600000 psi F,,: 95 psi Fb: 900 psi Design Checks Reactions and Bearing Support Location Min. Bearing Reaction ft; in lb 0' 1.5 490 10' 1.5 490 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 %. Design is governed by bending fb/Fb. Governing load combination is Dead+Floor Live w/Pattern Loads. Maximum hanger forces: 490 Ib (Left) and 490 Ib (flight). Timber design is governed by NDS 1997. Program Version 9.4 Reaction Bending - X Shear LL Defil. TL Deft. ib psi psi in in Max. Value 490 1118.67 54.914 -0.2273 -0,2893 Allowable 7500 1242 95 0.3333 0.5 % of Allow. 7 90 if 58 68 57 Location 0' 61 11-1/4" 51 5' Reactions and Bearing Support Location Min. Bearing Reaction ft; in lb 0' 1.5 490 10' 1.5 490 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 %. Design is governed by bending fb/Fb. Governing load combination is Dead+Floor Live w/Pattern Loads. Maximum hanger forces: 490 Ib (Left) and 490 Ib (flight). Timber design is governed by NDS 1997. Program Version 9.4 Dewey Deck -Floor Beam Southfork Design Group Project: Deck Job: Face Girder Client: Dewey Input Data Page 1 11:08:00 02/18/08 Designed by: RM Checked by: Design of (2)2x12 Select Structural -Douglas Fir -Larch -Dimensional Left Cantilever: None Main Span: 13' Right Cantilever: None Check for repetitive use? Yes Tributary Width: 5' Slope: 0 Dead Load: 15 psf Live Load: 55 psf Snow Load: 0 Allow. LL Deflection: U360 Allow. TL Deflection: U240 DOL: 1,000 15000 (3 in Maximum) 95 Eb: 1900000 psi Fv: 95 psi Fb: 1500 psi Design Checks Reactions and Bearing Support Location Min. Bearing Reaction ft in Ib T 1.5 2275 13' 1.5 2275 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 93 %. Design is governed by bending fb/Fb. Governing load combination is Dead+Fioor Live w/Pattern Loads. Maximum hanger forces: 2275 Ib (Left) and 2275 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4 Reaction Bending - X Shear LL Defl. TL Defl. Max. Value Ib 2275 psi 1402.07 psi 81.343 in ; -0.2613 in -0.3326 Allowable 15000 1500 95 0.4333 0.65 % of Allow. 15 te 93 V 86V 60 It 51/�. Location 01 VT 1'3-1/4° 616° 9'6" Reactions and Bearing Support Location Min. Bearing Reaction ft in Ib T 1.5 2275 13' 1.5 2275 Self -weight of member is not included. Member has an actual/allowable ratio in span 1 of 93 %. Design is governed by bending fb/Fb. Governing load combination is Dead+Fioor Live w/Pattern Loads. Maximum hanger forces: 2275 Ib (Left) and 2275 Ib (Right). Timber design is governed by NDS 1997. Program Version 9.4