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Home My WebLink AboutX2021-1535 - Calcs0-� itno sa a(Af(c Or 15510,20zl STRUCTURAL CALCULATIONS RESIDENCE AND REMODEL DRIVE CA 92626 June 10, 2021 PREPARED BY: ID Em, BUILDING DIVISION JUS 1 2 2021 DAVID CHOI & ASSOCIATES, INC. JOB # 21-166 t„ ;tet RESIDENCE AND REMODEL DRIVE CA 92626 June 10, 2021 PREPARED BY: ID Em, BUILDING DIVISION JUS 1 2 2021 DAVID CHOI & ASSOCIATES, INC. JOB # 21-166 DAVID CHOI & ASSOCIATES DESIGN CRITERIA 1) All materials and construction shall conform to the requirements of 2019 California Building Code. 2) All lumber shall be Douglas Fir and graded as follows (Grading rule No. 17) Framing Grade Light Framing Construction Joist & Planks No. 2 Beams & Stringers No. 1 Posts & Timbers No. 1 3) Glue -Laminated Timbers shall be graded No. 24F -V8. 4) Plywood shall conform to PS 1-09, Structural I. 5) Structural steel shall conform to the following standards: Wide flange shapes .................................... ASTM A992 HSS shapes .............................................. ASTM A500, Grade B Pipe shapes .............................................. ASTM A53, Grade B Other rolled shapes, Bars and plates .............. ASTM A36 6) Structural steel shall be fabricated in an approved fabricator shop. 7) All welding shall be done by certified welders in an approved shop or in -field with special inspection 8) All concrete shall develop a minimum compressive strength of 2500 psi after 28 days. 9) Reinforcing steel shall conform to ASTM 615, Grade 60. 10) Concrete Block shall conform to ASTM C90, Grade N-1 11) Grout shall develop a minimum compressive strength 2000 psi after 28 days. 12) Mortar shall be Type S and develop a compressive strength of 1800 psi after 28 days. 13) Soil supporting footings shall be natural grade or engineered fill. 14) Soil allowable bearing pressure for design is 1500 psf 15) Footings shall extend a minimum of 181,inches into undisturbed soil or 181, inches below finished grade, whichever is lower. \\DCA\Files\ENGINEERING\DCA\Design Aides\DCA-DESIGN CRITERIA DAVID CHOI & ASSOCIATES DOUGLAS FIR -LARCH DESIGN VALUES (#, in.) DESIGNATION GRADE FB FT Fol FIC Fv E EmIN LIGHT FRAMING CONSTRUCTION 1000 650 625 1650 180 1,500,000 550,000 2'I TO 4" WIDTH 2" TO 4' DEPTH JOIST & PLANKS NO.2 900 575 625 ' 1350 180 1,600,000 580,000 2" TO 4" WIDTH 6" & DEEPER POST & TIMBER NO. 1 1200 825 625 1000 170 1,600,000 580,000 5x5 AND LARGER DEPTH NOT MORE THAN 2" GREATER THAN WIDTH BEAM & STRINGER NO.1 1350 675 625 925 170 1,600,000 580,000 5" & WIDER DEPTH MORE THAN 2" GREATER THAN THICKNESS COMBINATION 2400 1100 650 1650 265 1,800,000 930,000 GLU-LAM BEAMS NO. 24F -V8 Weak -Axis: 1450 1100 560 1650 230 1,600,000 830,000 1) THE ABOVE VALUES ARE TAKEN FROM THE 2018 NDS 2) USE STANDARD GRADING RULE NO. 17. \\SCOT .HP\USERMPueuo\ENGINEERING\DCA\W-WOOD DESIGN VALUES ROOF LOADS Built-up Roofing 11/2" Plywood (On Sleepers) Sleepers 1/2" Plywood Rafters (2x10 na. 16" O.C.) Insulation Ceiling Joists 1/2" Gyp Board MP&E/ Misc. FLOOR LOADS Flooring 3/4" Plywood Joist ( 2x12 @ 16" O.C.) r:aainn - 1/2" GvD Board DAVID CHOI & ASSOCIATES DEAD LOADS 2.5 psf 1.5 psf 2.0 psf 1.5 psf 2.5 psf 2.0 psf 2.5 psf 0.5 psf Lr= 20.0 psf 2.0 psf 2.3 psf 3.5 psf 2.5 psf (Reducible) Rafters Design Load Ceiling Design Load EXTERIOR WALL LOADS 7/8" Stucco 1/2" Plywood 2x6 Studs @ 16" O.C. Insulation 1/2" Gyp Board MP&E/ Misc. L= 40.0 psf 10.0 psf 1.5 psf 1.5 psf 0.5 psf 2.3 psf 0.2 psf INTERIOR WALL LOADS 1/2" Gyp Board 2.3 psf 1/2" Plywood 1.5 psf 2x6 Studs @ 16" O.C. 1.5 psf Insulation 0.5 psf 1/2" Gyp Board 2.3 psf MP&E/ Misc. 1.9 psf i Load \\172.16.0.231\Files\PROJECTS\2021 PROJECTS\21-166 1510 SANDCASTLE DR- VOVAN RESIDENCE\ENGINEERING\LATERAL\A - Shearwall Design with Macros - 1 Floors v2 "03 a F ®R 0 E MEMBER REPORT PASSED ROOF, R)1 1 plece(s) 2 x 8 DF No.2 @t 16" OC 10' All locations are measured from the outside face of left support (or left cantilever end). Al dimensions are horizontal. Desi nRC51!(t5 .--_. Actual@[dskllp ',' Allowed Rena. - LOF t.oa4e Comb I. Uo"(Pattern Member Reacdon (lbs) 256 @ 2 1/2" 3281(3.50") Passed (Si -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 214 @ 10 3/4" 1631 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 629 @ 5'3 1/2" 1700 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.084 @ 5'3 1/2h 0.339 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.153 @5,3 1/2" 0.508 Passed (L/795) -- 1.0 D + 1.0 Lr (All Spans) • Defiactlonartena: LL(L/anu)ana uLtW—y • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based an NDS. Lateral Brd®Bg Bredng intervals Comments ; "' fop Edge (1 10' 7" a/c 3ottoio Edi (W) 10'7" / Maximum allowable bracing Intervals based on applied load. (,e wring length "loatls to SuPPotfs (Ibs) ,r:- BUp.....parlBli . Total `Available:; Required ,Read ° I: Location (S(de) 1- Stud wall - DF 3.50" 3.50" 1.50" 1167 ME Blocking 2 -good wall -DF 3.50" 3.50" 1.50" 1167 Blocking . Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Brd®Bg Bredng intervals Comments ; "' fop Edge (1 10' 7" a/c 3ottoio Edi (W) 10'7" / Maximum allowable bracing Intervals based on applied load. 0 System: Roof Member Type: )cost Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 We ernaeuaer- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or Ramer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Weyerhaeuser umbr Pucts have re been Installationevaluated dby Is ICC -ES er under evaluation reports ESR -1153 and ESR -13137 and/or tested in accordance with applicable ASTM standards. For current ode evaluation reports,product w+rv+.Weyerhaeuoe mm/woodprodud/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operetta ForteWEB Software Operator - Mike A Deed Rauf Live , Vera I Load ° I: Location (S(de) ,Spa;m9 (0.90) .(non -snow 125) Ca1p111enta i - Unlfonn(PSF) LO[o 10'7" i6" 16.5 2010 1100F+BLEEPERS 0 System: Roof Member Type: )cost Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 We ernaeuaer- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or Ramer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Weyerhaeuser umbr Pucts have re been Installationevaluated dby Is ICC -ES er under evaluation reports ESR -1153 and ESR -13137 and/or tested in accordance with applicable ASTM standards. For current ode evaluation reports,product w+rv+.Weyerhaeuoe mm/woodprodud/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operetta ForteWEB Software Operator Sub Nates Mike A DCA (562) 382-8090 magullar@dca-se.com ® 6/10/202110:35:03 PM UTC A/� ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 RESIDENCE Weyerhaeuser file Name: 21 -Weyerhaeuser Page 21 14 WFORTEW MEMBER REPORT PASSED ROOF, RBI I piece(s) 4 x 10 DF No.2 I All locations are measured from the outside face Of left support (or left cantilever end). All dimensions are horizontal. Design Results I � � I I Actual 0 L0010013 �Allovmd � i�� —(26-/.) LIDIF , LoadCoolublPilthIffi(tibull)' Member Reaction (lbs) 1988 @ 2" 7656 (3.50") Passed 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1466 @ V 3/4!' 4856 D to 8- V 1.25 1.0 D + 1.0 Lr (AJI Spans) Moment (Ft -lbs) 3693 0 4' 1127 5615 passed (66%) 1.25 1.0 D + im Lr (All Spans) Live Load Dell. (in) 0.051 @ — 4' 112' 0.258 Passed (L/999+) — 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.108 @ IV 1/21, 0.387 Passed (L/860) 1.0 D + 1.0 Lr (All Spans) I DelleolOnUnna n LLLW50UJd11U 06%W—P • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable otmiations; are based an NDS. Bearing Length icadi to SOPlains(Ibs) Total n, 11 A0Ce550rIW, T Supports _Al�rafjabheq�� .Dead 1 -Column -DF 3.50 3.50" LW 1I59 930 1989 aloccing —5W Bloclin, 2 -Column -DF above 15 1! S! 'a" . BlocWng Panels are assumed to carry no loads applied directly ov dik a� tWhe full Ima TL &PPIlid to rnalWr being designed. Lateral Bracing a Into !vda . . , ' s I lop Edge (LU) V A o/c Bottom Edge (LU)W 1. .maximum allowabletrading Interwah, based on applied lead. auseimotw:::� warrants that the sizing of Its products will be In accordance with Weverhaeu oftwwe. Use of this software is not Intended to circumvent the need for a de More that this calculation is compatible with the overall project AccessmaS facilities are third -party certified to sustainable forestry standards. Weyerhae n accordance with applicable ASTM standards. For current code evaluation rs !uwr.mmtwoodproducts/d=mnt-llbmry. )plication, Input design loads, dimensions and support information have been sagn criteria and published dol coal as determined by the author Blocking Panels and Squash Bloc red Lumber Products have been hasuser product literature and it RrteWEB Software operator FortewEll Software Operator --7-7-777-7777777 MikeA FuNaff Live Vertical Loads Location (side)(side)Tributary Width (non -arrow 0 - Self Weight (PLF) D to 8- V NIA 8.2 — 7- —Uniform (PSF) 0 to 81 1- (Top) W, 16.5 20.0 ROOF + SLEEPERS 2 - Uniform (PSF) 0 to a, I- (TOP) 4' 16.0 - EXT. WALL 3 - Uniform (PSF) D to 8' 1" (Top) 5.6" 15.5 20.0 (E) ROOF auseimotw:::� warrants that the sizing of Its products will be In accordance with Weverhaeu oftwwe. Use of this software is not Intended to circumvent the need for a de More that this calculation is compatible with the overall project AccessmaS facilities are third -party certified to sustainable forestry standards. Weyerhae n accordance with applicable ASTM standards. For current code evaluation rs !uwr.mmtwoodproducts/d=mnt-llbmry. )plication, Input design loads, dimensions and support information have been sagn criteria and published dol coal as determined by the author Blocking Panels and Squash Bloc red Lumber Products have been hasuser product literature and it RrteWEB Software operator FortewEll Software Operator Job Not" MikeA DCA (562) 382-8040 Maguilar@dm-se.com System i Roof :DropMember Type Beam Building Use: Residential Building Code: IBC 2018 Design Methodology: ASD Member Pitch : 0112 iiaeuser cocipmely disclaim any other warranties cHon. The designer of record, builder or framer is red by this software. Products manufactured at ES under evaluation reports ESR -1153 and ESR -1387 refer to 6/101202110:35:03 PM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Weyerhaeuser Page 3 / 14 'EM 91 F O R T E MEMBER REPORT PASSED ROOF, RB2 1 p)ece(s) 4 x 6 DF No.2 0 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. :DeS)JO ResiJlts pptimi@Location ,:Allowed �' Result - LOF ination(Pattern) Member Reaction (lbs) 487 @ 2" 7656 (3.50") Passed (6%) — Lr (All Spans) Shear (Ibs) 453 @ 9" 2688 Passed (16%) 1.25 Lr (All Spans) =1. Moment (Ft -lbs) 1119 @ 2' 10" 2151 Passed (52%) 1.25 Lr (AII Spans)Uve Load Deft. (In) 0.026 @ 2' 10 7/8" 0.183 Passed (L/999+) -- Lr (AII Spans)Total Load Deft. (in) 0.065 @ 2' 10 15/16" 0275 Passed (L/999+) -- 0 Lr (AII Spans) Defleaon Cmena:LLtVCUe)anu[�u.,�P Allowed moment does not reflect the adjustment for the beam stability factor. Appllcable calculations are based on NDS. Bearing Length Lapdste Supports Obs) Supports Total - ^Avsliabk Required eead RooF live 'Total, Accessotles 1 -Column -DF 3.SP' 3.50" 1.50" 313 174 487 Blocking 2 -Column -DF 3.50" 3.50" 1.50" 303 163 466 BNW— • Blocking Panels are assumed to curry no loads applied dlrety above mem and me full load Is applietl to the member being designed Wteral Brading Brening Ii)tersals Commants Top Edge (Lu) 5' 10" o/c Bottum Edge (W) 5' 10" o/c .Maximum allowable bracing intervals based on applied load. 0 System: Roof Member Type : Drop Bem Building Use : Residential Bullding Code: IBC 2018 Design Methodology: ASD Member Pitch :0/12 We erhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related m the software. Use of ibis software is not intended to ciramvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible m assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Prods) are not designed by this softmene. Products manufactured at Weyerhaeuser facilities are third -party cerdfled to sustainable forestry standards. Weyerhaeuser Engineered umberProducts uteratu v and Installation valuated detalls refer rider evaluation reports ESR -1153 and ESR -1307 and/or tested in accordance with applicable ASTM standards. for current code evaluatlonreport,, y product w ,weyerhaeuser.mm/woodproducts/document-libmry. The product appikadon, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator For, WEB Software operator Job Notes MIkeA Dead ^Roof Live (562)382-8040 maguilar@dca-se.com Vertical Loads, -� Lontion (slae> Td6ubry Width (0.90) (non -snow. L.25) Comments 0- Selff Weight(PLF) 0to5'10" N/A 4.9 — 1 -Uniform (PSF) 0 to 5' 10" (Top) 4' 10.0 - CRIPPLE WALL 2 - Point Olt) 2' 10" (Top) N/A 354 337 Unked from: E81, Support 1 0 System: Roof Member Type : Drop Bem Building Use : Residential Bullding Code: IBC 2018 Design Methodology: ASD Member Pitch :0/12 We erhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related m the software. Use of ibis software is not intended to ciramvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible m assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Prods) are not designed by this softmene. Products manufactured at Weyerhaeuser facilities are third -party cerdfled to sustainable forestry standards. Weyerhaeuser Engineered umberProducts uteratu v and Installation valuated detalls refer rider evaluation reports ESR -1153 and ESR -1307 and/or tested in accordance with applicable ASTM standards. for current code evaluatlonreport,, y product w ,weyerhaeuser.mm/woodproducts/document-libmry. The product appikadon, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator For, WEB Software operator Job Notes MIkeA DCA (562)382-8040 maguilar@dca-se.com 6110/20211035:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Weyarnaeaspr Page 5 / 14 'EM I F®RIG MEMBER REPORT PASSED ROOF, R53 1 piece(s) 4 x 8 DF No.2 M All locations are measured from the outside face of left support (or left cantilever end). Al dimensions are horizontal. 40603 9 1/2" 1 3737 Total Load Defl (in) I 0.035 @ 3' 9112" 1 u-»- • Dell Tm criteria: LL (L/360) and TL (L/240). • Allowed moment does at reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. D + 1.0 Lr D + 1.0 Lr D-+ 1.0 Lr 1.0 D aupParr u, -... 3.50" Hangers 1.50" 210 228 438 Bee nate a 1- Hanger on 71/4' DF beam ___ 2 H g 71/4 DF scam3 50 H g 150" 210 ISea note . At hanger supports, the Total eeanng tlimension I5 equal b the ItlM of the t al th t pport g th h ge .. See Connector grid below for additional information and/or requirements. 0 System : Roof Member Type: Drop Beam Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD Member Pitch: 0/12 ForteWEB Software Operator Mike A Sob Notes DCA (562) 382-8040 Weyerhaeuser maguilar@dca-se.com 6/10/2021 10:35:03 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Page 6 / 14 MEMBER REPORT ROOF, 1184 1 piece(S) 4 x 8 DF N0.2 Sloped Length 6' 11 1/4" _ _ m<a ... m from the outside face of left support (or left cantilever end). All dimensions are horizontal. • Allowed moment does not reflect the adjustment far the beam scapmry maul- , Applicable calculations are based on NDS. Plate - OF Plate - OF Top Edge (W) Bottom Edge (W) •Mmdmum a1kimble badng 2 - Point (Ib) 3 - Point (Ib) 3.50" 3.50" 3.50" 3.50" 1.50" 6' 11" 0/c 6' Iv o/c based on appiled lead. 292 1 297L 589 2T7 --r-291 T578 0 to 6' 7" N/A 01 6' 7" 1' 16.5 20.0 ROOF linked from: RB3, 1• MIA 210 228 Support 1 linked from: R83, TV N/A 210 220 Support 1 PASSED Member Length : 7' 111/16" System : Roof Member Type: Flush Beam Building Use: Residential Bantling Code: IBC 2018 Design Methodology : ASD Member Pitch: 4/12 :user Notes �, j g builder or framer is warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties software. Use of this software is not intended to circumvent the need for a design professional as determined by the authod havingjurisdiction. The desi nee of record, assure chat this calculation is rompatihle with the overall project Accessories (Rim Board, Blacking Panels and Squasawah Blocks) are not designed W this software. Products manufactured a[ in accordance ucts h, been evaluated by ICC facilities rethini- app, certfied to standards,inablffor�ent code evaluation erh reports, Wieyerh�aeusenr produber ct literature, llteraNre and lnstallationetai s refer W evaluation reports FSR -1153 antl ESR -1387 eusercom/woodpmducN/dommentAibmry. i—,n dimensions and support Information have been provided by ForteWEO Software Operator FarteWEB Software Operztor Sob Notes Mike A DCA (562)382-8040 Weyerhaeuser maguilarVea-se.com 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Page 7 / 14 MEMBER REPORT ROOF, RBS 1 piece(s) 4 x 10 DF No.2 all Inratlnns are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results AGualQ Location -Allowed -Basalt '.< LDF Load: DombInsiders, (Pattern) Member Reaction (Ibs) 1175 @ 2" 7656 (3.50") Passed (15%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 936 @ 1' 1/4" 4856 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 2769 @ 5' 1/2" 5615 Passed (49%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dell. (in) 0.073 @ 5' 1/2" 0.343 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.143 @ 5' 1/2" 0.514 Passed (1-1865) -- 1.0 D + 1,0 Lr (All Spans) • Deflection otters: UL (Lfabul ano r c ty[+ut. • Allowed moment does not reflex the adjustment for the beam stability factor. • Applicable calculations are based on NDS. - Bearin9l¢ri9th Loads; is Supporta (lbs) =in `- Required eeof Livepports 1 -Beveled Plate- DF 1.50"570 605 il]5 Blocking 2- Beveled Plate -DF 1.50"570 605 1175 Blocking Blocking Panels are assumed to carry no loatlsem antl the wll load is applied to the member being designed. Lateral BreClllg .emdn9Intervab - Comments ToP Etlge (Lu) f0' 8" o/c Bottom Edge (1 10' 8" o/c .rn•dmum allowable bmcinn intervals based on applied load PASSED G) Member Length : 10'10 5/8" System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch :4/12 We erhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design cetera and published design values. Weyerhaeuser eon. The Vressfy of remind, any other r frame is related to Ne software. Use of this software is not intended to circumvent the need for a d Resign professi Pla ne Panels and Squashby the uBlocks) arethority lnat designg ned by lingoftware.tproduct; mlanufactured at s responsible to assure that this calculation Is compatible with the overall project Accessories Rim Board, 9 Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products literature and installations tleta have been valuated by CCrefer Coder evaluation Trillions, ESR -1153 and ESR -1387 and/cur tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product www.weyerhaeuRr.com/modproduU /domment-library. The product application, Input design loads, dimensions and support inormation have been provided by ForteWEB Software Operator ForteWES Software Operator Boar Roof LWe Vertical Leads - Locstlon (Wis) Trlbrrmry Width (0.90) (non-snow:1.75) Commems , 0-Sel(Weight(PLF) Om10'1" N/A 1 -Uniform pso Oto 30'1" 6' 16.5 20.0 RODF PASSED G) Member Length : 10'10 5/8" System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch :4/12 We erhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design cetera and published design values. Weyerhaeuser eon. The Vressfy of remind, any other r frame is related to Ne software. Use of this software is not intended to circumvent the need for a d Resign professi Pla ne Panels and Squashby the uBlocks) arethority lnat designg ned by lingoftware.tproduct; mlanufactured at s responsible to assure that this calculation Is compatible with the overall project Accessories Rim Board, 9 Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products literature and installations tleta have been valuated by CCrefer Coder evaluation Trillions, ESR -1153 and ESR -1387 and/cur tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product www.weyerhaeuRr.com/modproduU /domment-library. The product application, Input design loads, dimensions and support inormation have been provided by ForteWEB Software Operator ForteWES Software Operator Job Notes MIkeA DCA (562)382-8040 magullar@dra-se.com 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Wcyerhaeusv Page 8 / 14 � WEB I MEMBER REPORT ROOF, RB6 1 pieces) 3 1/2" x 18" 2.2E Parallam@ PSL to All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal neciciiiRe5l1it5 Au Mal 0 Lobattpn �Allowed� - Result LOF ' Coad: Combinai Member Reaction (lies) 5381 @ 2' 7656 (3.50") Passed (70%) — 1.0 D + 1.0 Lr Shear (Ibs) 4929 @ 1' 91/2" 15225 Passed (32%) 1.25 1.0 D + 1.0 Lr Moment (Ft -lbs) 31191 @ 7' 2" 54581 Passed (57%) 1.25 1.0 D + 1.0 Lr live Load Dei. (in) 0.326 @ IV S 3/4" 0.725 Passed (U801) - 1.0 D + 1.0 Lr Total Load Dei. (in) 0.704 @ 10' 6 5/8" 1.067 Passed (L/371) -- 1.0 D + 1.0 Lr • Deflection criteria: LL (L/360) and TL (1/240). • Allowed moment does not reflect the adjustment for the beam stability factor i - Column - DF 3.50" 3.50" 2.46" 2894 .2486 5380 None _ 3.5 0" 3.50" 1.84" 2256 1760 9016 None 2 -Column -DF 0 -Self Weight (PI.F) Ota 22'11 coir• •"' 1- Uniform (PSF) 0 to 22' 1" (Top) 2 - Uniform (PSF) 0 to 22' 1" (Tap) 3 -Paint (Ib) 7' 2"(TOP) N/A 1790 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance wird Weyerhaeuser pr related N the software. Use of this software Is not intended N circumvent the need for a design P responsible to assure that this Rim .," " wmaswbNoose ds aethird-partymulletouvIzl forestry standards Weyerhaeuser Weyerh.efl"r,rordanc¢ with aoolkable ASTM standards. For current code evaluation reports, 20.0 (E) ROOF EI(r. WALL 2038 Linked from: EB2, Support 1 on cdteda and Published design I as determined by the authority dying Panels and squash Blacks) Lumber Products have been eva .neer product literature and Instal FortewES Software operator Mike A Sob Notes DCA (562)382-8040 Weyerhaeuser magular@dca-se.com 0 PASSED System : Roof Member Type: Drop Beam Building Use: Residential Building Code: IBL 2018 Design Methodology: ASD Member Pitch : 0/12 lues. Weyerhaeuser expressly disclaims any other warranties wing jurisdiction. The designer of record, builder or framer is 'e not designed by this software. Products manufactured at died by ICC -ES under evaluation reports ESR -1153 and FSR -1387 tion details refer to 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Page 10 / 14 s4FORTECM MEMBER REPORT PASSED ROOF, RB7 1 piece(s) 4 x 10 OF No.2 4' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Result , ', "al @Loodtkm Allowed -:RPS it LBF Load icombination(Pattern) Member Reaction (lbs) 612 @ T' 7656 (3.50") Passed (8%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 356 @ 1'3/4" 4856 Passed (7%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 679 @ 2'6 11Z' 5615 Passed (12%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Dell. (in) 0.003 @ X 6 1/2" 0.158 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.007 @ 2' 6 1/2" 0.237 Passed (L/999+) -- 1.D D + 1.0 Lr (All Spans) • Deflection criteria: LL (U360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports - Beadn9 Length. Total Avalleble� Requiretl Loadc tp Sepports Obs), .. 'oeatl Aoof Live Total Accessories 1 -Column -DF 3.50" 3.50" 1 1.50" 1 358 254 1 fits 1 None 2 -Column -DF 3.50" 3.50" 1 1.50" 1 35B 259 1 612 1 None Lateral Bracing Brednginter"bi icornal is.�:, _ Top Edge (W) 5' I" o/c Bottom Edge (W) 5' 1" o/c -Maximum allowable bracing Intervals based on applied load. vertical Lo8f1S' U ovation (Side) Tributary Width Dead ' -Root Live , (npn-sngw:1.2§) comments 0- Self Weight(PLF) Oto sl ill N/A 8.2 — I - Uniform (PSF) 0 to 5' 3" (Top) TI6.5 20.0 (E) ROOF 2 - Uniform (PSF) 0 W 5' 1" (Top) 5' 10.0 . EM. WALL System: Roof Member Type: Drop Beam Bullding Use : Residential Bullding Code : IBC 2018 Design Methodology: ASD Member Pitch: 0112 warrants that the sWng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warrants oftware. Use of this software Is not Intended to arcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is assure that this alculadon is compatible with the overall project. Accessorles (Rim Board, Blacking Panels and Squash Blocks) are not designed by this software, Products manufactured at facllities are NIM -party certified to sustainable forestry, standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 i accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to dimensions and support Information have been ForteWEB Software Operator Job Notes MIkeA DCA (562)382-8040 maguilar@da-se.com 6/10/2021 10:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-166 VOVAN RESIDENCE Page 11 / 14 2.83F MEMBER REPORT ROOF, EBS 1 piece(s) 4 x 10 DF No.2 Sloped Length: 14' 9 15/15" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location 'Allowed ResdtLoaf: Combination (Pattern) Member Reaction (lbs) 1298 @ 14' 111/16" 3281(1.50") Passed (40%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1098 @ 13' 411/16" 4856 Passed (23%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 3549 @ 8' 17/8" 5615 Passed (63%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dail. (in) 0.176 @ 7' S" 0.479 Passed (U980) -- 1.0 D + 1.0 Lr (AII Spans) Total Load Defl. (in) 0.349 @ 74 13/16' 0.718 Passed (U493) -- 1.0 D + 1.0 Lr (Al Spans) • Deflection criberix LL (U360) and R • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. `: Bearing Lengtlt `L Loads to supports (Iba) $UpPOrt4 ' Total Available'. 'Raquirea ';oeaaRoof Ligetotal pccessorias 1 -Beveled Plate - SPF 3.50" 3.50" 1.50" 354 337 691 Blaking 2 - Hanger an 9 1/4" SPF beam 3.50" H!.'50'"" 1.50" 635 663 1298 See nate' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is appimis to the member being designed, nger supports, the Total Bearing dimension is equal to the width or the material tnat is supporting me mange, Connector grid below for additional information and/or requirements. Lateral B1'acing . 'etapng'irrtervels Comments ' ToP Edge Bottom Etlge (Lu) 14' 6" o/c •maximum allowable bracing Intervals based on applied load. PASSED Member Length : 14' 8 9116 - System : /16" System: Roof Member Type: Flush Beam Bulltling Use: Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 2.83/12 Connector: Simpson Strong- le Srjppgrt '-. Modd Seat Length Top Fasteners - "+' Face Fasteners Member Fasteners JAmeaswifee, 2 -Face Mount Hanger LSSR4102 1.88" N/A 22-16dx2.5 18-16dx2.5 • Refer to manufacturer motes and IRQru[rkms ist proper Installation and we of all connectors. We erhaeu`serNotes Weyerhaeuser warrants that the siring of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclalaa any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blaldng Panels and Squash Blocks) are not designed by this software. Pmtluds manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standard$. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR,1387 and/or tested in accordance with applicable ASTM smndai For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.mm/woodpmducrs/domme t-libmry. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Fortewela S,ftwara operator ]ab Notes Dead -Roof Live ForteWEB 0.2, Engine: V8.2.0.17, Data: VS. 1.0.16 VertiCa) Loads , -- Location (side) Tdbuiary Width (o.9D) (non -snow 1.25) Comments 0 -Self Weight(PLF) 0 to 14' 111/16" N/A 8.2 I -Tapered (PLF) 0 to 14' 111/16" N/A 0.0 to 119.7 0.0 to 141.4 Generated from Roof Geometry We erhaeu`serNotes Weyerhaeuser warrants that the siring of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclalaa any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blaldng Panels and Squash Blocks) are not designed by this software. Pmtluds manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standard$. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR,1387 and/or tested in accordance with applicable ASTM smndai For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.mm/woodpmducrs/domme t-libmry. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Fortewela S,ftwara operator ]ab Notes MIkeA ForteWEB 0.2, Engine: V8.2.0.17, Data: VS. 1.0.16 DCA File Name: 21-166 VOVAN RESIDENCE (562)382-8040 Page 4 / 14 magullar@dw-se.com 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: VS. 1.0.16 Wryarluav:u File Name: 21-166 VOVAN RESIDENCE Page 4 / 14 a 9' ®1 [ 1 E MEMBER REPORT PASSED ROOF, EB2 1 piece(s) 6 x 12 DF N0.1 Overall Length: 13'7" )3' All Incations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actuai @ Location - -'`Allowed Resuk LDF '. Loed: Combina9dn (Pattern) Member Reaction (lbs) 3827 @ 2" 12031(3.50") Passed (32%) -• 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3123 @ VY 8960 Passed (35%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 12367 @ 6'9 1/2" 17048 Passed (73e1.) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.187 @ 6' 91/2" 0.442 Passed (L/852) - 1.0 D + 1.0 Lr (All Spans) Total Load DeN. (in) 0.350 @ 6' 9 1/2" 0.663 Passed (L/454) -- 1.0 D + 1.0 Lr (All Spans) • Deflection arteria: LL (Ly]au) aria IL • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Appllcable calculations are based an NDS. ela Lateral BraFing Battle Igbery - ��- Comments l Top Edge (Lu) ITT' o/c Bottom Edge (Lu) IT 7" a/c .maximum allowable bracing intervals based on applied load. - peatl Iledf Llva :rtiCel LOdds Location (Sitle) Trihutary Width (0.90) ' (no wow. 3.25) Coinmards Self Weight (PLF) 0 to 13' 7" N/A 16.0 -- Uniform (PSF) 0 to 13' 7" (Top) _ 15' 16.5 20.0 (E) ROOF System : Roof Member Type: Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 WeVerhailuser Notes Weyerhaeuser warrants that the sizing of Itr pratluctr will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wanandes related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of raok, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified 0 sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuseccom/woo imoducts/document-library. The product application, Input design loads, dlmenslons and support Information have been provided by ForteWEB Software Operator PorteWES Software Operator Sob Notes -; Bearing Length 'Itl.aatlsm Supports (lbs) supports, Total, Available' Required, ead Roo(.Live Total Auxssories - 1 -Stud wall -DF 3.50" 3.50" 1.50" 1790 2038 3828 Bkrcking 2-Studwall-DF 3.50" 3.50" 1.50" 1790 2038 3828 Blocking • Blocking panels are assumed to carry no loads applied directly above Mem and the Fu I load is applied to the member being designed. ela Lateral BraFing Battle Igbery - ��- Comments l Top Edge (Lu) ITT' o/c Bottom Edge (Lu) IT 7" a/c .maximum allowable bracing intervals based on applied load. - peatl Iledf Llva :rtiCel LOdds Location (Sitle) Trihutary Width (0.90) ' (no wow. 3.25) Coinmards Self Weight (PLF) 0 to 13' 7" N/A 16.0 -- Uniform (PSF) 0 to 13' 7" (Top) _ 15' 16.5 20.0 (E) ROOF System : Roof Member Type: Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 WeVerhailuser Notes Weyerhaeuser warrants that the sizing of Itr pratluctr will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wanandes related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of raok, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified 0 sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuseccom/woo imoducts/document-library. The product application, Input design loads, dlmenslons and support Information have been provided by ForteWEB Software Operator PorteWES Software Operator Sob Notes Mike A DCA (562)382-8040 magullar@dm-se.com 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-166 VOVAN RESIDENCE Page 9 / 14 'CM I FO R S E MEMBER REPORT PASSED ROOF, H1 1 plece(S) 4 x 6 DF No.2 0 6 All locations are measured from the outside face of left support (or left cantilever end). Al dimensions are horizontal. De91 DRe511iL5 Act0a18lnmtlan -: Allo Wed r Result I ILDF Loads Combinathan (Pat6wn) Member Reaction (Ibs) 1014 @ 0 3281(1.50") Passed (31%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 824 @ 7" 2888 Passed (290/6) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 1584 @ 3' 11/2" 2151 Passed (74%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.062 @ 3111/211 0.156 Passed (L/999+) -- 1.0 D + 1.0 Sr (All Spans) Total Load DeO. (in) 0.143 @ 3,11/2" 0.313 Passed (L/523) — 1.0 D + 1.0 Lr (All Spans) • Deflection rater: u- ti^,) ane uL • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. '( Bearing Lan9th `. toads to 5uppo'r1s (Ibs) $YpPorts Total Available:; Requlred --Dead Roof_Wa 'notal A 1 -Trimmer -DF1.50" 1.50" LSV 576 438 1014 None 2 •Trtmmer-DF 1.50" 1.50" 1.50" 576 438 1014 None LBberal Bracing Bradng,Intervals Comments Tap Edge (Lu) 6'3' o/c Bottom Edge (Lu) 6' 3" o/c •Madmum allowable bracing Intervals based on applied load. Vertical.Load9 Wee on -'� Tdbutary WldN -Deed Rout (clue. (0.90) (non -snow 1.25) Comments - 0 - Self Weight (PUFF) 0 to 6' 3" N/A 4.9— 1- Uniform (PSF) 0 to V 3". 7' 16.5 20.0 ROOF 2 - Uniform (PSF) 0 to 6'3" 4' 16.0 - TF WALL 0 System: Wall Member Type: Meader Building Use : Resldential Building Code! IBC 2016 Design Methodology: ASD We rhaeuser.Notes Weyerhaeuser warrants that the slang of its products will be In accordance with Weyerhaeuser product design cntena and published design values. Weyerhaeuser expressly disclaims any other or wawa bels related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined b the author havingudsdiction. The designer of record, builder responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser falliNes are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IGC -ES under evaluadon reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reparls, Weyerhaeuser product literature and installation details refer to www.vreyerhaeuser.mm/wmdproduca/documenMibmry. The product apPllaBon, input design loads, dimensions and support Information have been provided by FarteWEB Software Operator ForteWER Software Operator 3ob Notes Mike A DCA (562)3B2-8040 maguilarOdca-se.com 6/10/202110:35:03 PM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-166 VOVAN RESIDENCE Weyerhaeuser Page 12 / 14 �1FORTEZM MEMBER REPORT PASSED ROOF, H2 1 pieces) 4 x 6 OF No.2 All locations are measured from the outside face of left support (or left canillever end). All dimensions are horizontal. Design Restl)1s Actual® Location - Allowed ; -Result .LDF Load: Combldatlon (Pattein) Member Reaction (lbs) 137800 3281(1.50") Passed (42%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1072 @ 7" 2688 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1809 @ 2'7 1/2!' 2151 Passed (84%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dail. (in) 0.055 @ 2'7 1/2" 0.131 Passed (U999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.116 @ 2'7 1/2" 0.262 1 Passed (U545) -- 1.0 D + LG Lr (All Spans) • Deflection criteria: LL (U480) and TL (4240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable olculatians are based an NDS. Supports - .7;1' Bearin9Loadato Available, Requrretl suppurts(Iba)- ' 'Deatl ' Roof pve To[al . Ae<eswries ' 1 -Trimmer -DF 1.50" 1.50" 1.50" 722 656 1378 None 2 -Trimmer -DF 1.50" 1.50" 1.50" 722 656 1378 None L2teF2( Bp3dIDJ , BONng Ieterwis i' Comments, Top Edge (Lu) FY a/c .110) (9.90) Bodam Edge (Lu) S'3' a/c 0 - Self Weight (PLF) -Maximum allowable bracing intervals based on applied load. [.Loads Location -' -- Tdbutary VA .110) (9.90) (nonar ow 1.75), Com comb 0 - Self Weight (PLF) 0 to 5' 3" N/A 4.9 — 1- Uniform (PSF) 0 to 5'3" 12-6" 16.5 20.0 ROOF 2 - Uniform (PSF) 0 to 5'3" 4' 16.0 - EXT. WALL Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser pr related to the software. Use of this software is not intended to circumvent the need for a design p responsible to assure that this osculation Is compatible with the overall pro)ecL Aaeuories (mm Weyerhaeuser facilithes are third -party certified to sustainable forestry standards. Weyerhaeuser E and/or tested in accordance with applicable ASTM standards. For current code evaluation report, dimensions and support information have been provided by Fo"'WEB softwareOperator ]ob Notes Mike A DCA (562)382-8040 magullar@do-se.com System: Wall Member Type: Meader Bullding Use : Recderbal Building Cade : IBC 2018 Design Methodology: ASD Reda and published design values. Weyerhaeuser expressly disclaims any other warranties letermined by the authority having Jurisdiction. The designer of record, builder or framer Is Panels and Squash Blocks) are not designed W this software. Products manufactured at aer Products have been evaluated by ICC -ES under evasuaflon reports ESR -1153 and ESR -1387 product literature and Installation details refer to 6/10/2021 10:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-166 VOVAN RESIDENCE Page 13 / 14 !9I F ®R 1 E MEMBER REPORT PASSED ROOF, H3 1 plece(s) 4 x 10 DF No.2 II All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location '•IUlowed ResuR GDF Load: Co mbinaiion(Pattern) Member Reaction (lbs) 1859 @ 0 3281(1.50") Passed (57%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1550 @ SO 3/4" 4856 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 4997 @ 5' 4 1/2" 5615 Passed (89%) 1.25 1,0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.122 @ 5'4 1/2" 0.269 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.281 @ 5'4 1/2" 0.538 Passed (1/458) -- 1.0 D + 1.0 Lr (All Spans) • Deflection Miens: u (t/9au) ano i c kW"J. • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing length Loads to supporbc 0ba4 iuppOlts Total "ilable_- Required . Dcad Ro.ftive Total Attessurlea -Trimmer - OF 1.50" 1.50" 1.50" 1053 806 1859 None Trimmer - OF 1.50" 1.50" 1.50" 1053806 1859 None 2ter818raCIDJ Bracinglptervais ', Gbmmenb by Edge (Lu) _ 10' 9" o/c WttDm Edge (Lu) 10' 9" o1c Maximum allowable badull Intervals based on applied load. Vertical Loads .Location. Tdbrr�ry Wldtlr Dead (O.gO) : Rao/Live (noesriow: 3.25) Oomineids 0 - Self Weight (P1F) 0 to 30' 9" N/A 8.2 — 1- Uniform (PSF) 0 to 10' V 7-6- 16.5 20.0 ROOF 2 - Uniform (PSF) a to 10' 9" 9' 16.0 - FXT. WALL warrants that the sizing of Its oftwam. Use of this software assure that this calculation Is facilities are third -party certif n accordance with applicable dimensions and 19 System: Wall Member Type: Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties o circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is he overall project Accessodzs (Rim Board, aocking Panels and Squash Blocks) are not designed by this software. Products manufactured at forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IQC-FS under evaluation reports ESR -1153 and ESR -1387 For wren ode evaluation reports, Weyerhaeuser product literature and installation details refer to support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mike A DCA (562)382-8040 magullar@dca-se.com 6/10/202110:35:03 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Way"hocuscr File Name: 21-166 VOVAN RESIDENCE Page 14 / 14 N, II II I II � II I II w II I I I I I II I I J II I I r I I I I �9� II II II JJL�� II II II �I II II I Ipr o a —1 I II i I II I I II I r� IF J0� L°J I it r I LJ j L°J I � I QOV ANN � a 9d I 1% V0 UG I odg�8€3Ct �� I I I DAVID CHOI & ASSOCIATES 1327 LOMA Long Beach, CA 90804 PAD FOOTINGS FTG: F1 P1 = 0.466 K P2 = 0 K P3 = 0 K P4 = 0 K PTOTAL = 0.466 K PALLOW. = 5.4 K USE: TYPE PAD FTG. F- 0 1 0 0 O CF -1 LOADING: D L ROOF: ( 17 + 20 ) FLOOR: ( 15 + 40 ) WALL: ( 16 + 0 ) B= 358.5 plf = 0.24 ft 1500 psf DAVID CHOI & ASSOCIATES CONTINUOUS FOOTINGS TRIB x 5 ft = 82.5 + 100 x 0 ft = 0 + 0 x 11 ft = 176 + 0 w = 258.5 + 100 =r 358.5 plf 1'-0" WIDE FTG. USE: David Choi & Associates CONT. FTG. CAPACITY (CF -1) 39.5 in EFFECTIVE BEARING AREA (Width) (Eff. Length) A = 12 (18+ 3.5+ 18) = 3.29 ff 144 ALLOWABLE BEARING PRESSURE q = 1500 Psf (SOILCAPACITY) (SELF WEIGHT) PA = 1500 ( 3.29) - 150 ( 3.29 x 1,5) = 4.19 K 1000 PA = 4.19 kips 18 in David Choi & Associates (E) CONT. FTG. CAPACITY (ECF -1) 39.5 in EFFECTIVE BEARING AREA (Width) (Eff. Length) A = 12 (18+ 3.5+ 18) = 3.29 fe ALLOWABLE BEARING PRESSURE q = 1500 psf (SOIL CAPACITY) (SELF WEIGHT) PA = 1500 ( 3.29) - 150 ( 3.29 x 1.5) = 4.19 K 1000 PA = 4.19 kips 18 in 6/3/2021 U.S. Seismic Design Maps 1510 Sandcastle Dr, Corona Del Mar, CA 92625, USA Latitude, Longitude: 33.6046599, -117.8563952 S L Concepts m t Z �l tiet Ctio'�gle Blue Ke N� F 00 f� n OC n 'k, O OSH PD Date 6/3/2021 9:42:45 AM Design Code Reference Document ASCE7-16 Risk Category If Site Class D - Default (See Section 11.4.3) -Type Value Description Ss 1.325 MCER ground motion. (for 0.2 second period) S1 0.47 MCER ground motion. (for 1.Os period) SMS 1.591 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.06 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SOC null -See Section 11.4.8 Seismic design category F➢ 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.576 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.691 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.325 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.45 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.631 Factored deterministic acceleration value. (0.2 second) S1 RT 0.47 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.509 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.828 Factored deterministic acceleration value. (1.0 second) PGAd 1.062 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.914 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 112 DAVID CHOI & ASSOCIATES 21-166 VOVAN RESIDENCE SEISMIC BASE SHEAR (ASCE 7-16) (Table 20.3-1) SITE CLASS: D (Table 12.2-1) R = 6.5 Ss = 1.33 g (11.4-3) (12.8-7) (12.8-1) (12.8-7) (12.8-6) SMs = Fa Sa 1.20 x 1.33 1.59 St = 0.47 g (11.4-2) SMi = F„ St = 1.73 x 0.47 0.8131 SDs = (2/3)SMs (11.4-4) SDI = (2/3)SMt = (2/3) x 1.59 = (2/3)x 0.8131 = 1.060 g = 0.542 g Ta = Ct h,x = 0.02 x 8 0.75 0.09514 V = Cs W VMIN = 0.044SMIX = 0.0466 >_ 0.01 W VMIN = 0.5 St W (For Si >_ 0.6g) Seismic Values 1 of 1 = 0.5 x 0.470 = 0.036 W W 6.5 / 1.0 VMIN = 0.047 W (12.8-3) VMAx = SDI I@ = 0.542 x 1.0 = 0.8766 W W W (T • R) 0.095 x 6.5 (12.8-2) V = SDs W = 1.060 x W 0.164 W <--GOVERNS (R/la) 6.5 / 1.0 (12.8-7) V = CS • p W = 0.164 :; x 1 W = 0.164 W V = 0.164 W [LRFD] V = 0.7 x 0.164 W V = 0.12 W [ASD] Seismic Values 1 of 1 DAVID CHOI & ASSOCIATES WEIGHT ROOF Wroof = ( 15 psf + Wwall = 16 psf x -166 VOVAN RESIDENCE SEISMIC ANALYSIS 3.0 psf ) x 4058 ff2 = 73.0 kips 8 ft /2 x 325 ft = 20.8 kips W -ROOF = 93.8 kips W -TOTAL = 93.8 kips BASE SHEAR VBASE = 0.12 x WTOTAL [ASD] VBASE = 0.115 x 93.8 = 10.79 kips DISTRIBUTION OF BASE SHEAR Floor W (k) H(ft) WH % V: F (kips) lbs/sq ft ROOF 93.8 8 751 1.00 x 10.8 10.79 (2.659) Sum= 751 Sum = 10.79 DIAPHRAGM FORCES Floor Fp, fp s Fpx min (psf) Fpx max (psf) Use: F,x ROOF 2.659 4.903 9.805 4.903 Seismic Loads 1 of 1 DAVID CHOI & ASSOCIATES INPUT DATA PROJECT: CLIENT: JOB NO.: DATE: Exposure category (9, C or DI Roof angle 6 = 6.88 B 9 = 0.00 Importance factor I = 1.00 Category 11 Basic wind speed V = 110 mph Topographic factor K, = 1 Flat Building height to eave he = 8 It Building height to ridge hr = 11.5 ft Building length L = 80 ft Building width B = 58 It Effective area of components A = 60 fl? DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load ANALYSIS Velocity Pressure ql, = 0.00256 Kh K, Ka V21 = 18.43 psf where: qh = velocity pressure at mean roof height, In. Kh = velocity pressure exposure coefficient evaluated at height, h, Ka = wind directionality factor In - mean roof height Design Pressures for MWFRS p = qh [(G Cpr)-(G CPI N where: p = pressure in appropriate zone G CPf = product of gust effect factor and external pressure coefficient G CPI = product of gust effect factor and internal pressure coefficient 0.18 or -0.18 a= width of edge slaps, MAX[ MIN(0.1 B, OAh), 0.048,3] _ Net Prasanros: In<Fl. Ra=tc I nad Ca<se PAGE: DESIGN BY: 9.20 kips x 0.6 = 5.52 kips = 7.62 kips x0.6= 4.57 kips 68.98 ft -kips 63.82 kips j,-0 E = 10.79 kips l SEISMIC GOVERNS 0.70 = 0.85 = 9.75 ft < 60 It, [Satisfactory] 3.90 It Net Pressures lost). Torsional Load Cases Roof angle 6 = 6.88 Roof angle 9 = 0.00 Surface Surface Net Pressure with IT Net Pressure with 1.09 2.75 G CPf GePf (+GCPI) (-GCPI) (+GCPI) (-GCPI) 1 0.42 4.36 10.99 0.40 4.05 10.69 2 -0.69 -16.03 -9.40 -0.69 -18.03 -9.40 3 -0.38 -10.39 -3.76 -0.37 -10.14 -3.50 4 -0.31 -8.99 -2.35 -0.29 -8.66 -2.03 1E 0.63 8.36 15.00 0.61 7.93 14.56 2E -1.07 -23.04 -16.40 -1.07 -23.04 -18.40 3E -0.55 -13.46 -6.82 -0.53 -13.09 -6.45 4E -0.46 -11.73 -5.09 -0.43 -11.24 -4.61 5 -0.45 -11.61 4.98 -0.45 -11.61 -0.98 6 -0.45 -11.61 1 498 1 -0.45 1 -11.61 1 4.98 PAGE: DESIGN BY: 9.20 kips x 0.6 = 5.52 kips = 7.62 kips x0.6= 4.57 kips 68.98 ft -kips 63.82 kips j,-0 E = 10.79 kips l SEISMIC GOVERNS 0.70 = 0.85 = 9.75 ft < 60 It, [Satisfactory] 3.90 It Net Pressures lost). Torsional Load Cases E 3 2 2E 2 3 2E 2 3 2 ZONE 2/I) BOUNDARY SE Ji J ZE Ji 2i 3 J 2i J 4�_ !6 IE 4�`aT 2E 2 4`_4i �� y 9f�� 6 �� 6 4E„� 0 5 5 5 5 IE REFERENCE CORNER IE REFERENCE CDRNER IE REFERENCE CORNEA IE REFERENCE CORNER bWNo DIRECTION ° d WIND DIREC➢ON u aWIRD DIRECOON WIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Cases Roof angle 6 = 6.88 GCPr Net Pressure with Surface (+GCpi) (-GCPI) IT 0.42 1.09 2.75 2T -0.69 4.01 -2.35 3T -0.38 -2.60 -0.94 4T -0.31 -2.25 -0.59 Roof angle 0 = 0.00 GCPr Net Pressure with Surface (+GCPI) (-GCRI) 1T 0:40 1.01 2.67 2T -0.69 -4.01 -2.35 3T -0.37 -2.53 -0.88 4T -0.29 -2.17 -0.51 E 3 2 2E 2 3 2E 2 3 2 ZONE 2/I) BOUNDARY SE Ji J ZE Ji 2i 3 J 2i J 4�_ !6 IE 4�`aT 2E 2 4`_4i �� y 9f�� 6 �� 6 4E„� 0 5 5 5 5 IE REFERENCE CORNER IE REFERENCE CDRNER IE REFERENCE CORNEA IE REFERENCE CORNER bWNo DIRECTION ° d WIND DIREC➢ON u aWIRD DIRECOON WIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Cases Basic Load Cases in Transverse Direction Torsional Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Pressure (k) Win Surfacece (az) (+GCPI) (-GCPJ 1 578 2.52 6.35 2 2109 -33.82 -19.82 3 2109 -21.92 -7.92 4 578 -5.19 -1.36 1E 62 0.52 0.94 2E 228 -5.25 -3.74 3E 228 -3.07 -1.55 4E 62 -0.73 -0.32 -0.30 Horiz. 7.27 7.27 E Vert. -63.59 -32.80 10 psf min. Horiz. 9.20 9.20. Sec. 6.1.4.1 Vert. -46.40 46.40 Torsional Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Torsional Load Cases in Lonaitudinal Direction Area Pressure(k)with Torsion(ft-k) Surface (ft') (+GCPJ (-C'CPi) 1 499 2.03 5.34 2 2023 -32.43 -19.01 3 2023 -20.50 -7.08 4 499 -4.33 -1.01 1E 66 0.52 0.96 2E 314 -7.24 -5.15 3E 314 -4.11 -2.03 4E 66 -0.74 -0.30 2E Horiz. 7.62 7.62 E -16 3E 228 -3.07 Veda -63.82 -33.04 10 per min. Horiz. 5.66 5.66 Sec. 6.1.4.1 Vert. 46.40 -46.40 Torsional Load Cases in Lonaitudinal Direction Area Pressure (k) with Torsion(ft-k) SurfaceArea (ft') (+GCPJ (-C'CPi) (+GCPJ (-GCPJ 1 258 1.12 2.83 20 51 2 941 -15.08 -8.84 -33 -19 3 941 -9.77 -3.53 21 8 4 258 -2.31 -0.61 42 11 1E 62 0.52 0.94 19 34 2E 228 -5.25 -3.74 -23 -16 3E 228 -3.07 -1.55 13 7 4E 62 -0.73 -0.32 26 11 1T 320 0.35 0.88 -7 -18 2T 1168 -4.68 -2.75 11 7 3T 1168 -3.04 -1.10 -7 -3 4T 320 -0.19 -14 4 TotaTorslo-0.72 l Hodz. nal Load, Mr 69 69 Torsional Load Cases in Lonaitudinal Direction Design pressures for components and cladding El s z 3 0 2 rti--r-i P= 9hI(G CP) - (G CPill where: pressure on component s P=p P iz Pmin=l0 psf (Sec. 6.1.4.2, pg 21) s 1fr iai GCP= external pressure coefficient. s~z�sT z"�a see table below Walls Roof a17° Roof e»° Area PressureI Torsion (ft -k Surface (ft� (*GCei)(+GCPJ Are. (it) (-GCPI) 1 217 0.88 9 24 2 1708 -27.39 66 38 3 1708 -17.32 -41 -14 4 217 -1.88. 19 4 1E 66 0.52 13 24 2E 314 -7.24 17 12 3E 314 1111 -10 -5 4E 66 -0.74 -0.30 19 8 1T 283 0.29 0.76 4 -10 2T 2023 -8.11 4.75 -39 -23 3T 2023 -5.13 -1.77 25 8 4T 283 -0.61 -0.14 -6 -2 Total Horiz. Torsional Load, M7 64.6 1 64.8 Design pressures for components and cladding El s z 3 0 2 rti--r-i P= 9hI(G CP) - (G CPill where: pressure on component s P=p P iz Pmin=l0 psf (Sec. 6.1.4.2, pg 21) s 1fr iai GCP= external pressure coefficient. s~z�sT z"�a see table below Walls Roof a17° Roof e»° (Walls reduced 10 %, Fig. 6-11A note 5.) Camp. & Cladding Effective Zone 1 Pressure Zone 2 Zone 3 Zone 4 Zone 5 N.M.Negaave Are. (it) GCP -GCP GCP I -GCP GCe I -GCe Gap GC GCP-GCP Comp. 60 022 -0.92 0.22 -1.26 0.22 -1.48 0.78 -0.87 0.78 -1.01 (Walls reduced 10 %, Fig. 6-11A note 5.) Camp. & Cladding I Zone 1 1 Zone 2 1 Zone 3 1 Zone 4 Zone 5 Pressure PoakWe Negative Pas- Negative Posaiw NegatWe P --W- N -9 -ft. N.M.Negaave (Psf) 10.00 -20.31 10.00 -26.45 10.00 -30.54 17.63 -19.28 17.63 1 -21.98. DAVID CHOI & ASSOCIATES Forces to Shear Wall Lines - X Direction` ROOF SHEAR ON WALLS �� 3� j 1 j DAVID CHOI & ASSOCIATES SHEARWALL TIEDOWN DESIGN FLOOR 7 SHEAR AND UPLIFT SW ID SW length Top PL. Height (ft.) SW Unit Shear Roof Trib. (ft) Net Uplift (lbs.) qTS/HDS Net Comp. (lbs.) HEFFFor HM (ft.) 2L/H Adjusted Shear (plo WALL TAG X1.1 4.42 10.33 737 1 7434 HDU11 7614 10.33 0.86 769 D X2.1 3.42 10.33 748 1 7588 HDU11 7727 10.33 0.66 857 D X2.2 4.00 10.33 748 1 7564 HDU11 7727 10.33 0.77 807 D X3.1 4.00 8.00 496 4 3798 HDU4 3968 8 1.00 496 B FLOOR 1 SHEAR AND UPLIFT SW ID SW length Top L. SSheaUnit Roof Net s) 'ftTATS /HDS Ne(P Fft.r 2L/H WALL Height (ff.) ft)Trib. lbs.) HAN (ft.) Shear (plo Y1.1 6.00 10.33. 245 2 23 26 HDU2 -- 2527 10.33 1.16 245 A Y2.1 6.00 8.00 233 5 1590 HDU2 1865 8 1.50 233 A Holdown Uplift Page 1 of 1 STRUCTURAL CALCULATIONS Bl11LDING DA11810"' JUl " '' 8021 VOVAN RESIDENCE ADDITION AND REMODEL PLAN (KtctrrALcvLA"v,,S ADDRESS: 1510 SANDCASTLE DRIVE CORONA DEL MAR, CA 92625 July 9, 2021 PREPARED BY: 1D S4784 DAVID CHOI & ASSOCIATES, INC. JOB # 21-166 BY, F:_r' -------�r----------r---- -�-----� I II II II I I II II � II I I II II � II I I II II w II I Z II I Z I II I w I II I I II � I I I I I I I S r I I�I I I I I r I i I II I®I r L----� ---J L-------- J L-----� I IP — 2 I II I a I IQI , I y LJ I II I I � rOil I o, o LJ IL I W II u I --_- --J I-- - r� L°J c I I I I � I I 3 I W U \VI I FTG: F1 P1 = 0.466 K P2 = 0 K P3 = 0 K P4 = 0 K PTOTAL = 0.466 K PA«ow. = 5.4 K F F P1 = 0.612 K P2 = 5.38 K P3 = 0 K P4 = 0 K PTOTAL = 5.992 K PAuow. = 8.4375 K DAVID CHOI & ASSOCIATES 1327 LOMA Long Beach, CA 90804 PAD FOOTINGS USE: TYPE 2.0 PAD FTG. USE: TYPE PAD FTG. Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. -0.072 in Title Block Line 6 Printed: 6 JUL 2021, 4:45PM Beam on Elastic Foundation Ile: -16 A R IDENC .ec6 Software m ydght ENERCALC, INC. 1963-2020, auild:12.20.5.31 6.918 e. DESCRIPTION: GB1 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 Material Properties fc 112- fr= fc * 7.50 2.50 ksi = 375.0 psi ty Density = 145.0 pcf 7v Lt Wt Factor = 1.0 Elastic Modulus = 3,122.Oksi Soil Subgrade Modulus Load Combination IBC 2018 6 Phi Values Flexure: 0.90 Shear: 0.750 01 = 0.850 100.0 psi I (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0 ksl Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. 38" w x 18" In I Span=7.0 ft '� Details #1 Reinforcing..., 344 at 3.0 in from Top, from 0.0 to 7.0 ft in this span Id Loads Beam self weight calculated and added to loads Load for Span Number 1 Moment: E = 32.580 k -ft, Location = 3.50 ft from left end of this span _. --_.._... s Radtio = 0 346: 1 Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Typical Section -16.002 k -ft 46.193 k -ft +1.20D+0.50L+0.70S+E+1.6 3.459 ft Span # 1 344 at 3.0 in from Bottom, from 0.0 to 7.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Location (ft) Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.102 in Max Upward Total Deflection -0.072 in Maximum Soil Pressure = 1.473 ksf at 7.00 ft LdComb: E Only Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Luau Wnlmu' UH Location (ft) oenaing aaess Kesulrs ( K -H) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 3.541 16.00 46.19 0.35 +1.40D+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+0.50Lr+1.60L+1.60H ,Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 0 JUL 2021, 4:45PM Beam on Elastic Foundation e: - 66 SIDEN E.ec6 Softwarecoynghl ENERCALC,INC.19S3.2020, 9ui1d:12.20.5.31 e. DESCRIPTION: GB1 Load Combination Location (ft) Bending Stress Results ( k -ft) Segment Length Span # In Span MU: Max Phi'Mnx Stress Ratio Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+1.60L+0.50S+1,60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+1.60Lr40.50L+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20040.501-+1.60S+1.6011 Span#1 1 6.918 -0.00 46.19 0.00 +1.20D+1.60S+0.50W+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+0.50Lr40.50L+W+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 6.918 -0.00 46.19 0.00 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 3.541 16.00 46.19 0.35 +0.90D+W+0.90H Span # 1 1 6.918 -0.00 46.19 0.00 +0.90D+E+0.90H Span # 1 1 3.541 16.00 46.19 0.35 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+" Dell Location in Span Span 1 1 0.1023 7.000 Span 1 -0.0721 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Reqd Suggest +0.90D+E40.90H 1 0.00 15.00 -0.14 0.14 0.00 1.00 42.86 Vu<PhlVcJ2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 0.08 15.00 -0.46 0.46 0.01 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 0.16 15.00 -0.77 0.77 0.05 1.00 42.86 Vu<PhiVcl2 Not Regd 0.00 0.00 +0.90D+E+0.90H 1 0.25 15.00 -1.07 1.07 0.12 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 0.33 15.00 -1.37 1,37 0.21 1.00 42.86 Vu<PhiVrl2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 0.41 15.00 -1.66 1.66 0.32 1.00 42.86 Vu<PhlVci2 Not Regd 0,00 0.00 +0.90D+E+0.90H 1 0.49 15.00 -1.94 1.94 0.46 1.00 42.86 Vu<PhiVd2 Not Regd 0.00 0.00 +0.90D+E+0.90H 1 0.58 15.00 -2.21 2.21 0.63 1.00 42.86 Vu<PhlVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 0.66 15.00 -2.48 2.48 0.81 1.00 42.86 Vu<PhiVd2 Not Regd 0.00 0.00 +0.900+E+0.90H 1 0.74 15.00 -2,74 2.74 1.02 1.00 42.86 Vu<PhlVd2 NotReqd 0.00 0.00 +0.90D+E40.90H 1 0.82 15.00 -2.99 2.99 1.24 1.00 42.86 Vu<PhIVd2 NotReqd 0.00 0.00 +0.90D+E+0.901-1 1 0.91 15.00 -3.23 3.23 1.49 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.900+E+0.90H 1 0.99 15.00 -3.47 3.47 1.76 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H _ 1 1.07 15.00 -3.70 3.70 2.05 1.00 42.86 Vu<PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.15 15.00 -0.92 3.92 2.36 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.24 15.00 -4.13 4.13 2.68 1.00 42.86 Vu<PhiVd2 NotReqd 0.00 0.00 +0.90D+E40.90H 1 1.32 15.00 4.34 4.34 3.02 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 40.90D+E+0.90H 1 1.40 15.00 4.53 4.53 3.38 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.48 15.00 4.72 4.72 3.76 1A0 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.56 15.00 -4.90 4.90 4.15 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.65 15.00 -5.08 5.06 4.56 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.73 15.00 -5.25 5.25 4.98 1.00 42.86 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.81 15.00 -5.40 5.40 5.41 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.89 15.00 -5.56 5.56 5.86 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.98 15.00 5.70 5.70 6.32 1.00 42.86 Vu<PhlVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.06 15.00 -5.84 5.84 6.79 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 40.90D+E+0.90H 1 2.14 15.00 -5.96 5.96 7.27 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D4E+0.90H 1 2.22 15.00 -6.08 6.08 7.77 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.31 15.00 -6.20 6.20 8.27 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 Roo +0.90D+E4p.90H 1 2.39 15.00 -6.30 6.30 8.78 1.00 42.86 Vu <PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.47 15.00 -6.40 6.40 9.30 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 Jille Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Comment Printed: 6 JUL 2021, 4:45PM Beam on Elastic Foundation rileNERCAUivov Software coovdaht ENERCALC. INC. DESCRIPTION: GB1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'VulMu Phi'Vc Comment Phi'Vs Spacing (In) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Reqd Suggest +0.90D+E+0.90H 1 2.55 15.00 -6.49 6.49 9.83 1.00 42,86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.64 15.00 5.57 6.57 10.37 1.00 42.86 Vu<PhiVcl2 NotRegd 0.00 0,00 +0.90D+E+0.9011 1 2.72 15.00 -6.64 6.64 10.91 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.80 15.00 -6.71 6.71 11.46 1.00 42.86 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E.0.90H 1 2.88 15.00 -6.77 6.77 12.02 1.00 42.86 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 2.96 15.00 5.82 6.82 12.58 1.00 42.86 Vu<PhIVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 3.05 15.00 -6.86 6.86 13.14 1.00 42.86 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 3.13 15.00 -6.90 6.90 13.71 1.00 42.86 Vu<PhiVd2 NotRegd 0.00 0.00 40.90D+E+0.90H 1 3.21 15.00 -6.93 6.93 14,28 1.00 42.86 Vu<PhIW2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 3.29 15.00 -6.95 6.95 14.85 1.00 42.86 Vu<PhiVc12 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 3.38 15.00 -6.96 6.96 15.43 1.00 42.86 Vu<PhiVc12 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 3.46 15.00 -6.96 6.96 16.00 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 3.54 15.00 -6.96 6.96 16.00 1.00 42.86 Vu<PhiVcJ2 Not Reqd 0.00 U0 +0.90D+E+0.90H 1 3.62 15.00 -6.95 6.95 15.43 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 3.71 15.00 -6.93 6,93 14.85 1.00 42.86 Vu<PhiVG2 Not Reqd 0.00 0.00 40.90D+E+0.90H 1 3.79 15.00 -6,90 6.90 14.28 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 3.87 15.00 -6.86 6.86 13.71 1.00 4286 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 3.95 15.00 5.82 6.82 13.14 1.00 42.86 Vu<PhiVG2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 4.04 15.00 5.77 6.77 12.58 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 4.12 15.00 -6.71 6.71 12.02 1.00 42.86 Vu<PhIVa12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.20 15.00 5.64 6.64 11.46 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.28 15.00 -6.57 6.57 10.91 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.36 15.00 5.49 6.49 10.37 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 40.90D+E+0.90H 1 4.45 15.00 5.40 6.40 9.83 1.00 42.86 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.53 15.00 -6.30 6.30 9.30 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.61 15.00 -6.20 6.20 8.78 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.69 15.00 -6.08 6.08 8.27 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.78 15.00 5.96 5.96 7.77 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.86 15.00 -5.84 5.84 7.27 1.00 42.86 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.94 15.00 -5.70 5.70 6.79 1.00 4286 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 5.02 15.00 -5.56 5.56 6.32 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.11 15.00 -5.40 5.40 5.86 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0,90D+E+0.901-1 1 5.19 15.00 -5.25 5.25 5.41 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.27 15.00 -5.08 5.08 4.98 1.00 42.86 Vu<PhiVd2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 5.35 15.00 4.90 4.90 4.56 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 5.44 15A0 4.72 4.72 4.15 1.00 42.86 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 5.52 15.00 4.53 4.53 3.76 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.60 15.00 4.34 4.34 3.38 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.68 15.00 4.13 4.13 3.02 1.00 42.86 Vu<PhiVd2 Nat Reqd 0.00 0.00 +0.90D+E40.90H 1 5.76 15.00 -3.92 3.92 2.68 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.85 15.00 -3.70 3.70 2.36 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.93 15.00 -3.47 3.47 2.05 1.00 42.86 Vu<PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.01 15.00 -3.23 3.23 1.76 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D4E+0.90H 1 6.09 15.00 -2.99 2.99 1.49 1.00 42,86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+9.90H 1 6.18 15.00 -2.74 2.74 1.24 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.26 15.00 -2.48 2.48 1.02 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.34 15.00 421 2.21 0.81 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.42 15.00 -1.94 1.94 0.63 1.00 42.86 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 6.51 15.00 -1.66 1.66 0.46 1.00 42.86 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.59 15.00 -1.37 1.37 0.32 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.06 +0.90D+E+0.90H 1 6.67 15.00 -1.07 1.07 0.21 1.00 42.86 Vu<RIM Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.75 15.00 -0.77 0.77 0.12 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.900+E+0.90H 1 6.84 15.00 -0.46 0.46 0,05 1.00 42.86 Vu<PhIVcJ2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.92 15.00 -0.14 0.14 0.01 1.00 42.86 Vu<PhiVd2 Not Reqd 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. DESIGN SUMMARY Panted. 9 JUL Beam on Elastic Foundation DESCRIPTION: GB2 CODEREFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 Material Properties fc - 2.50 ksi m Phi Values Flexure : 0.90 fr= fe * 7.50 = 375.0 psi Shear: 0.750 _ 4 Y Density = 145.0 pcf p t = 0.850 ° z 7v Lt Wt Factor = 1.0 bi z Elastic Modulus = 3,122.0 ksi $* . Soil Subgrade Modulus = 100.0 psi /(inch deflection) a r Load Combination iBC 2018'` s ' fy - Main Rebar = 60.0 ksi Fy -Stirrups = 40.0 ksi E - Main Rebar = 29,000.Oksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. Cross Section & Span #1 Reinforcing.... 144 at 3.0 in from Top, from 0.0 to 30.0 ft in this span oDlied Loads 144 at 3.0 in from Bottom, from 0.0 to 30.0 it in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Moment: E =15.872 k -ft, Location = 6.0 ft from left end of this span DESIGN SUMMARY Maximum Bending Stress Ratio = 0.688:1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 10.566 k -ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi : Allowable 15.353 k -ft Max Downward Total Deflection 0.023 in Load Combination +1.20D+0.50L+0.705+E+1.6 Max Upward Total Deflection -0.010 in Location of maximum on span 6.353 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 0.337 ksf at 13.00 ft LdComb: E Only Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length: Vu < PhlVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 6.353 10.57 15.35 0.69 +1.40D+1.60H Span # 1 1 29.647 -0.00 15.35 0oo +120D+0.50Lr+1.60L+1.60H Title Block Line 1 You can change this area using the "Settings" menu item and then using the"Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 9 JUL 2021, 10:OOAM Beath on Elastic Foundation rlle:Z1-100VUVANRESIDENUE.006 Software copyright ENERCALC, INC. 19832020, Build:12.20.5.31 r.i r• e. DESCRIPTION: DB2 Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Length Span# in Span Mu: Max Phi"Mnx Stress Ratio Span # 1 1 29.647 -0.00 15.35 0.00 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 29.647 -0.00 15.35 0.00 +1.200+1.60Lr+0,50W+1.60H Span#1 1 29.647 -0.00 15.35 0.00 +1,20D+0.50L+1.605+1.60H Span # 1 1 29.647 .0.00 15.35 0.00 +1.20D+1.60S+0.50W+1.60H Span # 1 1 29.647 -0.00 15.35 0.00 +1.20D+0.5OLr+0.50L+W+1.60H Span # 1 1 29.647 -0.00 15.35 0.00 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 29.647 -0.00 15.35 0.00 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 6.353 10.57 15.35 0.69 +0.90D+W+0.90H Span # 1 1 29.647 -0.00 15.35 0.00 +0.90D+E+0.90H Span # 1 1 6.353 10.57 15.35 0.69 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '=" Dell Location in Span Load Combination Max. "+" Dail LocaOon in Span Span 1 1 0.0234 13.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu1Mu Phi"Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +0.90D+W+0.90H 1 0.00 15.00 0.04 0.04 0.00 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 0.35 15.00 -0.15 0.15 0.02 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D4E+0.90H 1 0.71 15.00 -0.27 0.27 0.09 1.00 13.58 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.06 15.00 -0.38 0.38 0.20 1.00 13.58 Vu <PhiVG2 Not Recd 0.00 0.00 +0.90D+E+0.90H 1 1.41 15.00 -0.48 0.48 0.34 1.00 13.58 Vu<PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 1.76 15.00 -0.58 0.58 0.53 1.00 13.58 Vu<PhiVd2 NotReqd 0.00 0.00 +0.90D+E+0.90H 1 2.12 15.00 -0.68 0.68 0.75 1.00 13.58 Vu<PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.47 15.00 -0.76 0.76 1.00 1.00 13.58 Vu<PhiVG2 Not Recd 0.00 0.00 +0.90D+E+0.90H 1 2.82 15.00 -0.85 0.85 1.29 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 -490D+E+0.90H 1 3.18 15.00 -0.92 0.92 1.60 1.00 -13.58 Vu <PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 3.53 15.00 -0.99 0.99 1.94 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 3.88 15.00 -1.05 1.05 2.30 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.24 15.00 -1.10 1.10 2.68 1.00 13.58 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.59 15.00 -1.15 1.15 3.09 1.00 13.58 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.901)+E+0.901-1 1 4.94 15.00 -1.19 1.19 3.51 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5.29 15.00 -1.23 1.23 3.94 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.900+E40.90H 1 5.65 15.00 -1.25 1.25 4.39 1.00 13.58 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.00 15.00 -1.27 1.27 4.84 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 40.901)+E+0.901`1 1 6.35 15.00 -1.28 1.28 10.57 1.00 13,58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 6.71 15.00 -1.29 1.29 10.10 1.00 13.58 Vu<PhiVd2 NotRegd Uo 0.00 +0.90D+E+0.90H 1 7.06 15.00 -1.29 1.29 9.63 1.00 13.58 Vu<PhiVd2 NotReqd 0.00 0.00 +0.90D+E+0.90H 1 7.41 15.00 -1.28 1.28 9.16 1.00 13.58 Vu<PhiVG2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 7.76 15.00 -1.27 1.27 8.70 1.00 13.58 Vu < PhiVd2 NotReqd 0.00 0.00 +0.90D+E+0.90H 1 8.12 15.00 -1.25 1.25 8.24 1.00 13.58 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.47 15.00 -1.23 1.23 7.78 1.00 13.58 VV<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.82 15.00 -1.20 1.20 7.34 1.00 13.58 Vu <PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.18 15.00 -1.17 1.17 6.90 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.53 15.00 -1.14 1.14 6.47 1.00 13.58 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E40.90H 1 9.88 15.00 -1.11 1.11 6.06 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.901)+E+0.90H 1 10.24 15.00 -1.07 1.07 5.65 1.00 13.58 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.59 15.00 -1.03 1.03 5.26 1.00 13.58 Vu<PhIVd2 Not Reqd 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Comment 9 JUL 2021, 10:OOAM Beam on Elastic Foundation DESCRIPTION: GB2 Detailed Shear Information Load Combination Span Number Distance (H) 'd' (in) Vu Actual (k) Design Mu (k -ft) d'Vu1Mu Phi'Vc (k) Comment Phi'Vs (k) Spacing (in) Req'd Suggest +0.90D+E40.90H 1 10.94 15,00 -0.99 0.99 4.89 1.00 13.58 Vu<PhiVd2 Not-Reqd 0.00 0,00 +0.90D+E+0.90H 1 11.29 15.00 -0.95 0.95 4.52 1.00 13.58 Vu<PhiVc12 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 11,65 15.00 -0.91 0.91 4.17 1,00 13,58 Vu<PhlVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.00 15,00 -0.87 0.87 3.84 1,00 13.58 Vu<PhiVd2 NotRegd 0,00 0.00 +0.90D+E40.90H 1 12.35 15.00 -0.83 0.83 3,51 1.00 13.58 Vu<PhiVcl2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 12.71 15.00 -0.79 0.79 3.21 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.06 15.00 -0.74 0.74 2,92 1.00 13.58 Vu<PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.41 15.00 -0.70 0.70 2,64 1.00 13.58 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 13.76 15.00 -0.66 0.66 2.38 1,00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.901-1 1 14.12 15.00 -0.62 0.62 2.13 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 14.47 15.00 -0.58 0.58 1.90 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 14.82 15.00 -0.54 0.54 1.68 1.OD 13.58 Vu<PhiVG2 Not Reqd 0,00 0,00 +0.90D+E+0.901-1 1 15.18 15.00 -0.50 0.50 1.48 1.00 13.58 Vu<PhiVc/2 NotRegd 0.00 0.00 +0.90D+E40,90H 1 15.53 15.00 -0.46 0.46 1.29 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.88 15.00 -0.43 0.43 1.11 1,00 13.58 Vu<PhiVG2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 16.24 15.00 -0.39 0,39 0.95 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0,90H 1 16.59 15.00 -0.36 0.36 0.80 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.900+E+0,9DH 1 16.94 15.00 -0,32 0.32 0.66 1.00 13.58 Vu<PhiVd2 NotReqd 0.00 0.00 +0,90D+E+0.90H 1 .17.29 15.00 429 0.29 0.53 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 17.65 15.00 -0.26 0.26 0.42 1,00 13.58 Vu<PhlVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 18.00 15.00 -0.23 0.23 0.31 1.00 13,58 Vu<PhiVc/2 NotRegd 0.00 0.00 +0,90D+E+0.90H 1 18.35 15,00 -0.20 0.20 0,22 1.00 13.58 Vu<PhNal2 Not Reqd 0,00 Ho 40.90D+E+0.90H 1 18.71 15.00 -0.17 0.17 0.13 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 19.06 15.00 -0.15 0.15 0.06 1,00 13.58 Vu<PhiVd2 NotRegd 0.00 0,00 +0.900+E+0.90H 1 19.41 15.00 -0,12 0.12 0.01 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 19.76 15.00 -0.10 0.10 0.06 1.00 13.58 Vu<PhiVol2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 20.12 15.00 -0.08 0.08 0.11 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 20.47 15.00 -0.06 0.06 0.16 1,00 13.58 Vu<PhiVd2 NotRegd 0.00 Ho +0,90D+E+0.90H 1 20.82 15A0 -0.04 0.04 0.19 1.00 13.58 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 1 21.18 15.00 0.04 0.04 0.00 1.00 13.58 Vu < PhlVd2 Not Reqd 0.00 0.00 +0.900+W+0.90H 1 21.53 15.00 0.04 0.04 0.00 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0,90D+W+0,90H 1 21,88 15.00 0,04 0.04 0.00 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 40.90D+W40.90H 1 22.24 15.00 0,04 0.04 0,00 1.00 13.58 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+W40.90H 1 22,59 15.00 0.04 0,04 0.00 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 22.94 15.00 0.05 0.05 0.27 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0,00 +0.90D+E+0.90H 1 23.29 15.00 0.06 0.06 0.27 1.00 1358 Vu<PhiVd2 Not Reqd 0.00 0,00 40.90D+E+0.901-1 1 23.65 15.00 0.07 0.07 0.26 1.00 13.58 Vu<PhiVcJ2 NotRegd 0.00 0.00 +0.90D+E40.90H 1 24.00 15.00 0.07 0.07 0.25 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0,90D+E+0.90H 1 24.35 15,00 0.08 0.08 0.24 1,00 13.58 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 24,71 15.00 0.09 0.09 0.23 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.90D+E+0.90H 1 25.06 15.00 0.09 0,09 0.21 1.00 13.58 Vu<PhIVd2 Not Reqd 0,00 0,00 +0,90D+E+0.90H 1 25.41 15.00 0.09 0.09 0.19 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 +0.901)+E+0.901-1 1 25.76 15.00 0.09 0.09 0.17 1.00 13.58 Vu<PhlVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 26.12 15.00 0.10 0.10 0.15 1.00 13.58 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.900+E40.90H 1 26.47 15.00 0,09 0,09 0.13 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0,00 +0,90D+E+0.90H 1 26.82 15.00 0.09 0,09 0.11 1.00 13.58 Vu<PhiVa/2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 27.18 15.00 0,09 0,09 0.09 1.00 13.58 Vu<PhiVd2 NotRegd 0.00 0.00 40.90D+E+0.90H 1 27.53 15.00 0.09 0.09 0.07 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 27.88 15.00 0.08 0.08 0.06 1.00 13.58 Vu<PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 28.24 15.00 0,08 0,08 0.04 1.00 13,58 Vu<PhlVd2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 28.59 15.00 0,07 0.07 0.03 1.00 13.58 Vu<PhiVc12 Not Reqd 0,00 0.00 +0,90D+E+0.90H 1 28.94 15.00 0.06 0.06 0.02 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 29.29 15.00 0.05 0.05 0.01 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 29.65 15,00 0.04 0.04 0,00 1.00 13.58 Vu<PhiVd2 Not Reqd 0.00 0.00 6 J w J� J d J7 s N DAVID CHOI & ASSOCIATES Forces to Shear Wall Lines - X Direction ROOF SHEAR ON WALLS E = 2.66 psf Wall ID Force Abv. Obs) AREA F (lbs) Ftaai (lbs) Shearwall Length ft v=F/b Maximum Adjusted Shear h/w X1 0 135 3609 3609442 1468 816 852 X2 0 5550 5550 7.42 748 857 X3 0 746 1984 1984 1 4.00 496 1 496 Forces to Shear Wall Lines - Y Direction ROOF SHEAR ON WALLS E = 2.66 psf Wall ID Force Abv. Obs) AREA F(Ibs) Flt., Shearwall Len th ft v=F/b Maximum Adjusted Shear h/w Y1 0 552 1468 1468 6.00 245 245 Y2 0 526 1399 1399 6.00 233 233 Y3 -,0 1367 3635 3635 6.00 606 1S06"' Lo{t0 CDM5lWA'RnN (0.6 -0,1K SD9)D {- a,.qE Unit Shear DAVID CHOI & ASSOCIATES SHEARWALL TIEDOWN DESIGN FLOOR 1 SHEAR AND UPLIFT SW ID SW length Top PL. Height (ft.) SW Unit Shear Roof Trib. (ft) Net Uplift (lbs.) ATS/HDS Net Comp. (Ibs.) HEFFFor HM/(ft.) 2L/H Adjusted Shear(pif) WALL TAG X1.1 4.42 10.33. 816 1 8254 HDU11 8434 10.33 0.86 852 D X2.1 3.42 10.33 748 1 7588 HDU11 7727 10.33 0.66 857 D X2.2 4.00 10.33. 748 1 7564 HDU11 7727 10.33 0.77 807 D X3.1 4.00 8.00 496 4 3798 HDU4 3968 8 1.00 496 B FLOOR 1 SHEAR AND UPLIFT Z� SW ID SW length Top PL. Height (ft.) SW Unit Shear Roof Trib. (ft) Net Uplift (lbs.) ATS/HDS Net Comp, (lbs.) HEFF For H/W (ft.) 2LIH Adjusted WALL Shear (plf) TAG Y1.:1 6.00 10:33 2451-. 2 2263 -. HDU2' - 2527 10:33 1.16 .245. A 1 6.00 8.00 233 5 1590 HDU2 1865 8 1.50 233 A 6.00 ` 8.00 - - `606. 3 4613 1 HDU5'1 4847 1 8 1:50 ' . 606 C . . Loki) Co�lpitwp�TYt1aV (0,6 -9.1615o0 1,5 k b}g Holdown Uplift Page 1 of 1