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Home My WebLink AboutX2021-2545 - Calcslow 264 5 fal Dison Ave. Supplement Structural Calculations for Addition and Interior Remodel at 726 Bison Ave., Newport Beach, CA 92660 Project Owner Haitham A. Hafeez, P.E. Handasa Inc. 421 N Brookhurst St., Suite 222 Anaheim CA 92801 (714) 230-9228 Fax (714) 917-2977 info@handasainc.com JOB SUMMARY REPO F Q R T E a 3 Biison726 NewPrtBch RT F.jWO aSWh--Operator lob Notes Ift Hafeez � ,: :d kkl k (657)230-9228 hatham@handasalnc.mm W WWI 0605 Passed 1 piece(s) 6 x 10 DF No.1 CB06 Passed 1 piece(s) 5 11,V'x 9 1/4"2.21E Parallamp PSL CB07 Passed 1 plece(s) 3 1/2" x 11 1/4" 2.2E Parallam@ PSL CB14 Passed 1 piece(s) 3 1/2" x 111/4" 2.2E Parallam@ PSL RR IPassed 11 piece(s) 2 x 6 DF No.1 @ 16" OC F.jWO aSWh--Operator lob Notes Ift Hafeez 2H Handasa 1rc (657)230-9228 hatham@handasalnc.mm 5/28/202111:10:56 PM UTC ForteWEB v3.2 Wquhaeasu File Name: Bison726-NewPrtBch Page 1 / 6 'd F0 R T E' CM MEMBER REPORT PASSED 0 Ceiling Beams, CB05 1 piece(s) 6 x 10 DF No.1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design gesults Actual @ Locatloo '?Allowed .ResuN _i LDF , Loedi Combinatiee;'(Fattem) ' Member Reaction (Ibs) 1797 @ 2" 8181 (3.50") Passed (22%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lips) 1044 @ 1' V 5922 Passed (18%) 1.00 1.0 D+ 1.0 L (All Spans) Moment (Ft -lbs) 2106 @ 2'9 1/2" 9307 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.008 @ 2' 9 1/2" 0.175 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load DeFl. (In) 0.018 @ 2' 9 1/2" 0.262 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 Lr (AA Spans) • Defection criteria: LL (L/360) and TL (1-1240). • 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. • Applicable calculations are based on NDS. �6nppotts �Bnrinq Leil'ptlt' Total Avaltablq Required - `- Loada i65u`gporb (Ibaj i0ead na6r'L" RiNdLive .. Tobi Accessorles . , .. 1- Stud wall - SPF 3.50" 3.50" 1.50" 981 726 363 2070 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 981 726 363 1 2070 Blocking Noexing Panels are assumed to carry no maps appnea avecay apove mem and me run ioau is appaee to me memoer eemg designed. Wterel Braany BrMin9Intarvak ;'.:. 6mima .,. ... Top Edge (Lu)..._ S.p.O/C Bottom Edge (Lu) 5' 7" o/c Maximum allowable bracing Intervals based on applied load. VBr icall hoeds ( Location (Side) Tributary Width, `+pend (0.90) Floor Live (1.00) .Root Lire (non -snow: 1.25) rgmmenb 0 Self Weight (PLF) 0 to TY N/A 13.2 - I -- I - 1- Uniform (PLF) 0 to TT' (Froth) N/A 338.0 260.0 1 130.0 Default Load 0 System : Floor Member Type : Drop Beam Building Use: Residential Building Code: IBL 2015 Design Methodology : ASD Weyerhaeuser Notes 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 framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, BloMng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to 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 x-weyerhaeuwr.wMwoodproducts/document-library. The product applicator, Input design loads, dimensions and support Information have been Provided by ForteWEB Software Operator FmteWEB Software Operator 5/28/202111:10:56 PM UTC ForteWEB V3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Bison726-NewPrtBch Page 2 / 6 job Notes Hafham Hafeez Hardam Inc 230-9228 halth asalnc.m halmam@handm a FORT E° B MEMBER REPORT PASSED 0 Ceiling Beams, CB06 1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallarl PSL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. '.Design Results 'Actuals Location, . ":Allowed Result _ LEW ;1 Loin: Combimeaon`(Pattem) . Member Reaction (lbs) 2738 @ 2" 7809 (3.50") Passed (35%) -- 1.0 D + 0.75 L + 0.75 Lr (AII Spans) Shear (lbs) 2310 @ 1' 3/4" 11736 Passed (20°/s) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 8848 @ 6'9 1/2" 23279 Passed (38%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load DeFl. (in) 0.172 @ 6'9 1/2" 0.442 Passed (L/922) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load DeFl. (in) 0.386 @ 6'9 1/2" 0.663 Passed (L/412) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: LL (1-/360) and TL (1-/240). • Allowed moment does not reflect the adjustment for the beam stability factor. SU clinks Banns Len9(Ir'., Totel Aalletile ;Required "Dead .., "Lcadete suppmb(1ba)e; Floor.'Llve Roof Live' Total Ilaeisories .. ,. 1 -Stud wall - SPF 3.50" 3.50" 1.50" 1516 543 1087 1 3146 1 Blmking 2 - Stud wall - SPF 3.50" 1 3.50" 1.50" 1516 543 1087 1 3146 1 Blocking Blocking Panels are assumes to carry no bads applied directly above mem are me tun load Is applied to the member wing designed. Lateral Bracing , Bracing Intervals " cis eiths Top Edge (Lu) IT T' o/d Bottom Edge (Lu) 13' 7" o/c ,maximum mlowame bracing lncervais oaseo on appneo ioeo. Vertical Loads ' Loaatim (side) 'tributary Witlth Dead (0:90) " Fool Live ROUE Live (1.00) (non-aiorr. 1.19) Comments, 0 Self Weight (PLF) 0 to 13'7" N/A 15.2 -- -- 1- uniform (PLF) 0 to 13'7" (Front) N/A 208.0 80.0 160.0 Default Load + 0 System : Floor Member Type. Drop Beam Builtling Use :Residential Building Code: IBC 2015 Design Methodology; ASD Weyerhaeuser Notes ` 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 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 -party certified to 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 AS standards. For current code evaluation reports, Weyerhaeuser product IHeramre and Installation details refer to www.weyerhaeumr.com/woodpmducts/document-iibmry. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortaWEB sn/tware operator ]cab Not Hakham Melee, File Name: Bison726-NewPrtBch Handasa Inc Page 3 / 6 (657)230-9228 haitham@handasalnc.mm 5/28/202111:10:56 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Bison726-NewPrtBch Page 3 / 6 . LwF O R T Ea EM MEMBER REPORT PASSED Ceiling Beams, CB07 1 piece(s) 3 1/2" x 111/4" 2.2E Parallam® PSL 0 14' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. -Desl nResults Actual@ Loublean Allowed Result' LDF Load: CambirulNair(PatteM) Member Reaction (Ibs) 2029 @ 2" 5206 (3.50") Passed (39%) -- 1.0 D + 1.0 Lr (AII Spans) Shear (lbs) 1687 CO) V 2 3/4" 9516 Passed (18%) 1.251.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 7064 @ 7' 3 1/2" 22463 - Passed (31%) 1.25 1.0 D + 1.0 Lr (AII Spans) Live Load DeO. (in) 0.152 @ 73 1/2" 0.475 Passed (L/999+) -- 1.0 D + 1.0 Lr (Al Spans) Total Load Defl. (in) 0.301 @ 73 1/2" 0.712 Passed (L/567) -- 1.0 D + 1.0 Lr (Al Spans) Defection criteria: LL (1!3611) and n (U240). Allowed moment does not refect the adjustment for the beam stability factor. Bearhq Lenflth `: , Loatls to supyort, (Ikxi Supports Tout Available. Regoirgl ',;Dead Roor:llve` 'Tool Atreseorla 1- Stud wall - SPF 3.50" 3.50" 1.50" 1008 1021 2029 Blocking 2 - Stud wall - SPF 3.50" 1 3.50" 1.50" 1008 1021 1 2029 Blocking • Bl ino Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bnadngl "Ing Intervals = ` Cm amenb Top Edge(Lu) 14'7" o/c Bottom Edge (Lu) 14' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads ' Location (side) Tributary Wii 'Dead (0:90) Rod Lt" (non -snout: 1.25) Comments 0 Self Weight (PLF) 0 W 14'7" N/A 12.3 1- Uniform (PSF) 0 to 14' 7" (Front) 7' 18.0 20.0 1 Default Load System; Floor Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD '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 disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as demmilned 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, 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 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.weyerhaeuwr.mm/woodproducfs/dmumerd-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operaror ForteWEB Software Operator PM UTC 5/28/202111:10:56 ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Bison726-NewPrtBeh Dana 4 1 r Sob Notes Haltilam Hot. Handasa Inc (657)230-9228 haltham@handasainc.com Weyerhaeuser 19 FORTE`E MEMBER REPORT PASSED 0 Ceiling Beams, CB14 1 piece(s) 3 1/2" x 111/4" 2.2E Parallam® PSL 17' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desion Results Actual o Location - Allowed Result UDF Load: Combinatim pattern) Member Reaction (Ibs) 1445 @ 2" 5206 (3.50") Passed (28%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1243 @ V 2 3/4" 9516 Passed (13%) 1.25 1.0 D+ 1.0 Lr (All Spans) Moment (Ft-Ibs) 6111 @ 8' 9 1/2" 22463 Passed (27%) 1.25 1.0 D+ 1.0 Lr (AII Spans) Live Load Defl. (In) 0.182 @ 8'9 1/2" 0.575 Passed (L/999+) -- 1.0 D+ 1.0 Lr (AII Spans) Total Load Defl. (in) 0.375 @ 8'9 1/2" 0.863 Passed (U553) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (I/360) and TL (L/240). Allowed moment does not reflect the adjustment for the been stability factor. Supports - Bearing Lengal; ,—Laadsta6uppbrta (Ibs) Accessories Total Ardleble Required %Dead Raof.LWe Total 1- Stud wall - SPF 3.50" 3.50" 1.50" 791 ]03 1444 Blocking 2 - Stud wall - SPF 3.50" 1 3.50" 1 1.50" 741 1 703 1444 Blocking • niocxing ranee are assumed w carry no we run ioao is appueo w me ni ceing oesigneo. Lateral BraCing �. Bracingintervals Comments Top Edge (Lu) 17' 7" o/c Bottom Edge (Lu) 17 7" o/c -Maximum allowable bracing intervals based on applied load. VerNcalLoads Location(Side) TlibuttryWidth, Dead (0.90) Roof Lire (non -snow: 1.25) Comments 0 Self Weight (PI.F) 0 to 17'7" N/A 12.3 Handam Inc 1- Uniform (PSF) 0 to 17'7" (Front) 4' 18.0 20.0 Default Load 0 System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology; ASD Weyerhaeuser Notes 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 wamandes 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, Blccldng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilites are third -parry certified to 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 reler to www.weyerhaeuser.mm/woodproducts/document-libmry. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator 5/28/202111:10:56 PM UlC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Bison726-NewPrtBch Page 5 / 6 Sob Notn Haltham Hafeez Handam Inc (657)230-9228 haltham@handasaincmm Weyerhaeuser ®F• 0 R T E' CM MEMBER REPORT PASSED 0 12 41 Roof rafters, RR 1 piece(s) 2 x 6 DF No.1 @ 16" OC 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 13'5" Defl" D Ra8Dlt6 ' Actual D Location , _v Allowed Result LDF Load, Combination (Pattern) Member Reaction (lbs) 309 @ 2 1/2" 2231(3.50") Passed (14%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 274 @ 8 11/16" 1238 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 910 @ 6'3 1/2" 1178 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load DeO.(in) 0.413 @ 6'3 1/2" 0.641 Passed (L/372) -- 1.0 D + 1.0 Lr (All Spans) Total Load DeFl.(in) 0.762 @ 6'3 1/2" 0.855 Passed (L/202) -- 1.0 D + 1.0 Lr (All Spans) • Defection criteria: LL (1-1240) and TL (1-/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase in the moment opacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Br+sIn9Frdaimil Common ... Baring LelgM Lads to SUPports (Ibs) Accimsmle4 Total Aveilabk, gegYiretl .',Dad goof Live 'Total 1- Beveled Plate - SPF 3.50" 3.50" 1.50" 191 168 309 1 Blocking 2 -Beveled Plate - SPF 3.50" 1 3.50" 1 1.50" 141 1 168 1 309 Blocking rnocmmg ranea are assumeu m carry no imus appneu mrecuy aouve mem ano me rmi loan is apPneo m me memoer ming oesgneu. Lateral Brachl Br+sIn9Frdaimil Common ... Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) IT 3" o/c -Maximum allowable owing Intervals based on applied load. Vertical Load Locatim (SIIda) Spacing Dead (6.90) Root Lire (an -snow: 1.25) Commems 1- Uniform (PSF) 0 to 12' 7" 16" 16.0 20.0 1 Default Load System : Roof Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pith : 4/12 Weyerhaeuser Notes ' -+ . ` ' 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 detem fined 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, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certiRed to 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 AS standards. For current code evaluation reports, Weyerhaeuser product literature and installation detalls refer to wvm.weyerhaeumr.onVwoodpmducts/datum nt-Ilbmry. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Not. Haltham Hafeez Handlasa Inc (657)230-9228 haitham@handasalm.rom 5/28/2021 11:10:56 PM U(C ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Wayerhaeasser File Name: Bison726-NewPrtBch Page 6 / 6 Calculate Roof Diaphragm lateral load: 1. E/W direction Total tributary lateral force = 3528+2469.6+(2469.6/2) 7232.4 Ib Roor diaphragm tirb length= 38 ft Lateral load (w) plf= 7232.4/38= 190.3 Ib Roof diaphragm depth (d) ft = 42 ft Moment (M) = wl-2/8 = 190.3x(38A2)/8 = 34349 Ib -ft T = C = M/d = 34349/42 = 817.8 Ib Check adequacy of doubt top plate for tension and compression: Cross sectional area= 1.5x3.5x2 = 10.5 int Ft = 350 psi 2018 NDS Supplement Fc= 475 psi 2018 NDS Supplement Available tensile capacity = 3675 Ib OK Available compression capacity = 4987.5 Ib OK Calculate number of fasteners at top plate splice Referencing table 12N of 2018 NDS, 16d nail capacity = 103 Ib Required nails = 7.939806 nails Use 10-16 nails at top plate splice 1. N/S direction Total tributary lateral force = 2822.4+3175.2+3051.72+361.62 = 9411 Ib Roor diaphragm tirb length= 54 ft Lateral load (w) plf= 9410.94/54: 174.3 Ib Roof diaphragm depth (d) ft = 60 ft Moment (M) = wL2/8 = 190.3x(54A2)/8 = 63532 Ib -ft T = C = M/d = 63532/60 = 1058.9 Ib Check adequacy of doubl top plate for tension and compression: Cross sectional area= 1.5x3.5x2 = 10.5 int Ft = 350 psi 2018 NDS Supplement Fc= 475 psi 2018 NDS Supplement Available tensile capacity = 3675 Ib OK Available compression capacity = 4987.5 Ib OK Calculate number of fasteners at top plate splice Referencing table 12N of 2018 NDS, 16d nail capacity = 103 Ib Required nails = 10.28058 nails Use 12-16 nails at top plate splice b...nA. +inn crhedulP usine soil bearing value of Foundation Id Supported Beam Load Required foundation size ft F01 CB09 6730 4.5 F02 CB09, CB04, CB05 12000 8 F03 CB05 2100 1.4 F04 CB12 1600 1.1 F05 CB01 8900 6 F06 CB08 1000 0.7 F07 CB03, CB06 6500 4.4 F08 CB06 3146 2.1 F09 CB11 5860 4 F10 ICB11 5860 4 F11 ICB14 1 3.444 1 F12 ICB07 2029 1.4 1500 psf Required foundation size = Load/1500 (E ) Continuous Foundation suffices proposed continuous foundation suffices (E) Continuous Foundation suffices (E) Continuous Foundation suffices Imo.. Loads: LC 1, IBC 16-7 CmiclnnA Only Solution Handasa Inc Haitham A Hafeez Bison726-NewPotBch GrbBeam-Gridline 11 SK -1 May 28, 2021 at 2:16 PM GrdBm-Grid11.r2d Company Handasa Inc May 28, 111RISA dblNu Number Bson726-NewPotBch Checked By iHA ANEMEISCHEKCoIAEANv Model Name GrbBeam-Gridline 11 Concrete Properties Label E wall Nu Theme \... Densit k... fc[ksil Lambda Flex Stee.. Shear Steel ksi 1 Conc3000NW 3156 1372 1 .15 1 145 3 1 60 60 7 Conc3500NW 3409 —1482 .15 6 145 3.5 1` 60 60 3 Conc4000NW 3644 1584 .15&.6.145 4 1 60 60 4 Conc3000LW 2085 907 .15.11 3 .75 60 60 5 Conc3500LW 2252 979 .15.11 3.5 .75 60 60 6 Conc4000LW 2408 1047 .15.11 4 .75 60 60 7 Conc2500NW 3156 1372 .15145 2.5 1 60 60 Concrete Rebar Parameters Label O timi... Min Flex ... Max Flex ... She...Le s er ... To Colum... Bottom... Side Cove... To /Bo om Bars Add'I S... Shear Bar ... 1 T ical Ptimize #3 #10 #4 2 1.5 1.5 1.5 2 11 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Design Parameters Label Sha e L B-eff Left in B-eff Ri ht... I Th.. ..lcr Fact... Flexural L h r Layout 1 GrdBm-Gri..CRECTI2... 8 Use Desi LMIe Use Desion Rule Joint Loads and Enforced Displacements (BLC 1 : EL) Joint Label L D k M Direction Ma nitude k -ft in rad k *SA 2Ift k*s"2*ft 1 N2 L Y 3 Member Point Loads Member Label Direction Ma nitude k k -ft LocationLftAl No Data to Print ... Member Distributed Loads Member Label Direction Start Ma nitude klft F ks End Ma ni ude k/ft F ks Start Location ft % End Lo a i n ft No Data to Print ... Basic Load Cases BLC Description Category XGravity YGravity Joint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Grid11.r2d] Page 1 Company Handasa Inc May 28, 'I'RISA Job Nn ber Bson726-NewPotBch Che k dBy:1HA ANEMETscnEK coManNr Model Name GrbBeam-Gridline 11 Concrete Beam Bending Reinforcement Member Sha a San Left To Left Bot Mid To Mid Bot Ri ht To Ri ht Bot 1 GrdBm-Grid-... CRECT12X12 1 2 #5 Concrete Beam Shear Reinforcement Member San Region 1 R ion 2 Real 3 Re ion 4 1 GrdBm-Grid-11 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Grid11.r2d] Page 2 Vit.. Loads: LC 1, IBC 16-7 Envelope Only Solution Handasa Inc Haitham A Hafeez Bison726-NewPotBch GrbBeam-Gridline 12 728k SK -2 May 28, 2021 at 2:25 PM GrdBm-Gridl2.r2d Company Handasainc May 28, IIIRISA .15 .6 .145 3 1 60 60 2 Job Number mber : Bson726-NewPotBch Ch ck d2By:1HA ANEMETSCHEK COMPANY Model Name GrbBeam-Gridline 12 145 Concrete Properties I ahel a hcil !] n,.i1 Mu Th— 11 rleneihdk Prrkeil 1 .mhAn Rev Rfee Ah..r Sfeeirkgil 1 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 2 Conc3500NW 3409 1482 .15 1.5 145 3;5 1 60 60 3 Conc4000NW 3644 1584 .15 .145j2.5 4 1 60 60 4 , Gonc3000LW 2085 907 .15 .11 3 .75. 60' 60 5 Gonc3500LW 2252 979 .15 t.6 .11 .5 .75 60 60 6 Conc4000LW 24 1047 .15 '; .11 '4 .75 60 07 Conc2500NW 3156 1372 .15 .145 1 60 60 Concrete Rebar Parameters Label OUrn!... Min Flex ... Max Flex ... She ... Legs er ... To Colum...BIT...Side Cov ... To /Bottom Bars Add'I S ... Shear Bar ... 1 T ical ptimize #3 #10 #4 2 1.5 1.5 1.5 2 1 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Desian Parameters Sha a Le t - L ...B-eff Ri h..Slab T .. ..I r F ... Flexural La Shear La o 1 GrdBm-Grid-12 cRECT1... 12 Use Desi n Rule Use Design Rule Joint Loads and Enforced Displacements (BLC 1 : EL) Joint Label L DL M Direction Ma nitude k k -R in rad k*sA2/ft VaA2"ft 1 N2 Y .728 Member Point Loads Member Label Direction Ma nitude k k -R LogalionMAI No Data to Print ... Member Distributed Loads Member Label Direction Start Magnitudelk/ft.F.ksfl End Ma nitude k/ft F ks Start Location[ft,%I End Location R % No Data to Print ... Basic Load Cases BLC Descri tion Category X GravityY GravityJoint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GfadeBeamsCaics-RISA\GrdBm-Gridl2.r2d] Page 1 Company Handasa Inc May 28, 1'1R'SA Job Number Bson726-NewPotBch Check d2By:1HA ANEMETSLNEKCOMPANY Model Name GrbBeam-Gridline 12 Concrete Beam Bending Reinforcement Member Shape San Left Top Left Bot Mid Too Mid Bot Ri ht To Ri ht Bot 1 GrdBm-Grid-...lCRECT12X12 1 1 1 1 2 #4 Concrete Beam Shear Reinforcement Member San Region 1 Region 2 Re ion 3 Re ion 4 1 GrdBm-Grid-12 1 RISA -2D Version 18.0.0JCA ... \...\...\...\...\...\...\... \GradeBeamSCaics-RISA\GrdBm-Grid12.r2d] Page 2 Vit.. Loads: LC 1, IBC 16-7 Envelope Only Solution Handasa Inc Haitham A Hafeez Bison726-NewPotBch GrbBeam-Gridline 13 728k SK -3 May 28, 2021 at 2:29 PM GrdBm-Gridl3.r2d Company Handless Inc May 28, Des (''RISA JobN Number Bson726-eWPotBch Check d2By:1HA ANEMETSCMEKCOMPANY Model Name GrbBeam-Gridline 13 Concrete Properties I ahel F rksil G rksil Nu Therm A Densitvrk___ fcrksil Lambda Flex Stee... Shear Steelrksil 1 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 2 ' Conc3500NW 3409 1482 .15 .6 .145 3.5 1- 60 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 Conc3000LW 2085 907 .15 .6 .11 3 .75 60 60 5 Conc3500LW 2252 979 .15 :6 .11 3.5 .75 60 60 6 onrA000LW 2408 1047 ` .15 .6 .11 4 .75 60 60 7 Conc2500NW 1 3156 1372 .15 .6 .145 2.5 1 60 60 Concrete Rebar Parameters Label im!... Min Flex ... Max Flex ... She...Le s er ... To CoIum...Boltom...Slde Cove... To /Bo m Bars Add'I S...Shear Bar ... 1 T ical ptimize #3 #10 #4 2 1.5 1.5 1.5 2 1 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Desion Parameters Label Sha a Len thftB-eff eft..-eff Ri ..SI I ...I r Fac.. Lat Shear RECTI.1 GrdBm-Grid-13 C 12 .UDi nyoRuule Design Rule Joint Loads and Enforced Displacements (BLC 1 : EL) Joint Label L DL M Direction Ma nitude k k -ft in rad k *SA 2Rt k" ^2*ft 1 N2 Y .728 Member Point Loads Member Label Direction Ma nitude k k -ft L cation ft No Data to Print ... Member Distributed Loads Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F.ksfl Start Locatlon[ft,yol End Location ft �— No Data to Print ... Basic Load Cases BLC Descri tion Category X Gravity Y Gravity Joint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Gridl3.r2d] Page 1 Company Handasa Inc May 28, 111 sner HalthamAHafeez 2:29 PM RISA b Number B son726-NewPotBch Checked By:1HA ANEMETSCHEH COMPANY Model Name GrbBeam-Gridline 13 Concrete Beam Bendina Reinforcement Member Sha a San Left To Left Bot Mid To Mid Bot Right To Ri ht Bot .. 1 GrdBm-Grid-.CRECT12X12 1 2 #4 Concrete Beam Shear Reinforcement Member S n Region 1 Region 2 Rein 3 Re ion 4 1 GrdBm-Grid-13 1 RISA -2D Version 18.0.0JCA ... \... \... \... \... \... \... \... \GradeBeamSCaicS-RISA\GrdBm-Grid13.r2d] Page 2 LL. GrdBm-Grid-A1 N1 2 2.7k Loads: LC 1, IBC 16-7 Envelope Only Solution Handasa Inc GrbBeam-Gridline Al SK -4 Haitham A Hafeez May 28, 2021 at 2:33 PM Bison726-NewPotBch GrdBm-GddA1.r2d Company Handasa Inc May 28, 111 RISA Job Number B son726-NewPotBch Check d2By:IHA ANEMETSCXEKCOMPANY Model Name GrbBeam-Gridline Al Concrete Properties I ahel F rksil G rksil Nu Therm A Densitvrk... 4clksil Lambda Flex Stee... Shear Steelrksil 1 1 Conc3000NW 1 3156 1372 .15 .6 .145 3 1 60 60 2 COnc3500NW 3409 -1482 .15 .6 .145 3.`5 1 60 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 onc3000LW 2085 907 .15 .6 .11 3 .75 60"- 60 5 COnc350OLW 2252 979 .15 .6 .11 3.5 .75 60 60 Conc4 OLW 2408 1047 " .15 _6 .11 4 .75 60' 60 7 Conc2500NW 3156 1372 .15 .6 .145 2.5 1 60 60 Concrete Rebar Parameters La 1 O timi... Min Flex ... Max Flex ... She...Legs per ... To C m...6 om...Side Cove... To /Bottom Bars Add'I S... Shear Bar ... 1 T ical Ptimize #3 #10 #4 2 1.5 1.5 1.5 2 1 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Desian Parameters Label Shape Len th ft1 B- .B- ff Ri h.. I T... Slab T ... ler Fac... Flexural La out S r Layout 1 GrdBm-Grid-A1 CRECT1... 6 Use Desi n Rule use Design Rule Joint Loads and Enforced Displacements (BLC 1: EL) Joint Label L D M Direction Ma nitude k k -ft in rad k`e2/ft k*SA 2'ft 1 N2 L Y 2.7 Member Point Loads Member Label Direction Magnitude[k.k-ftl Location ft No Data to Print ... Member Distributed Loads Member Label Direction Start Ma nitude k/ft F.ksfl End Magnituderk/ft.F.ksfl Start Locationft%l End Location ft No Data to Print ... Basic Load Cases BLC Description Category X Gravit Y Gravit Joint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamsCalcs-RISA\GrdBm-GridAl.r2d] Page 1 Company HanhaInc May 2021 P 2:34 PM 111 Designer Hanhamm A Hafeez Checked By: HA R'SA Job Number Bison726-NewPotBch ANEMEISCXEK COMPANY Model Name GrbBeam-Gridline Al Concrete Beam Bending Reinforcement Concrete Beam Shear Reinforcement RISA -2D Version 18.0.0ICA ... \...\...\...\...\...\...\... \GfadeBeamsCaics-RISA\GrdBm-GridAl.r2d] Page 2 �.H GrdBm-Grid-B1 -Ni 2 2.7k Loads: LC 1, IBC 16-7 Envelope Only Solution Handasa Inc I SK - 6 Haitham A Hafeez GrbBeam-Gridline 131 May 28, 2021 at 2:38 PM Bison726-NewPotBch GrdBm-GndB1.r2d Company Handasa Inc May 28, 2021 IIIRISA .15 Designer HaithBison 8 PM 60 60 2 Job Number 26 -New of Bison726-NewPotBch Checked Checked By: HA ANEMETSCHEK COMPANY Model Name GrbBeam-Gridline 131 .145 Concrete Properties r ..r.vi a men r_ ro-.n M.. Thea„ n neneitvrk frtrkcn I amhda Flex Stee._ Shear Steelfksil 1 Conc3000NW 3156 1372 .15 17145 3 1 60 60 2 1 Conc3500NW 3409 1482 .15 .6 ` .145 3.5 1 60 1 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 Conc3000LW 2085 907 .15 .6 .11, 3 .75 60 60 5 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 6 Conc4000LW 2408 1047 .15 .6 111 4 .75 60 60 7 Conc2500NW 3156 1372 .15 .6 .145 2.5 1 60 60 Concrete Rebar Parameters Labal O timi... Min Flex ... Max Flex ... She ... Leas er ... To Colum...Bottom...Side Cove... To /Bottom Bars A d'I S ... Shear Bar ... 1 T ical ptimize #3 #10 #4 2 1.5 1.5 1.5 2 1 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Desian Parameters Label Sha e n th ft B-eff Le . B-eff Ri h..Sl .. lab T...Icr Fa FI xural Lao She out 1 GrdBm-Grid-B1 CRECT1... 6 Use Desi n Rule -use Desi n Rule Joint Loads and Enforced Displacements (BLC 1: EL) Joint Label L DL M Direction Ma nitude k k -ft in r d k *SA 2/ft k*sA2*ft 1 N2 Y 1 2.7 Member Point Loads Member Label Direction Ma nitude k k-ftLocation ft No Data to Print ... Member Distributed Loads Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F ks Start Location[ft,%1 End Location ft °o No Data to Print ... Basic Load Cases BLC Descri tion Cate o X Gravit Y Gravit Joint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \...\...\...\...\...\... \GfadeBeamSCaics-RISA\GrdBm-GridBl.r2d] Page 1 Concrete Beam Sending Reinforcement T,.., nnW a�f Riaht Too Right Bot Concrete Beam Shear Reinforcement s Recion 4 Version 18.0.0 [C:\...\...\...\...\...\...\... .rZdj rage c May 28, 20212:36 Company Handasa Inc PM w Dner Haitham A Hafeez Checked By: HA ''' IRIS H Job Nesigumber Bison726-NewPotBch Model Name GrbBeam-Gridline B1 ANEMETSCHEK COMPANY Concrete Beam Sending Reinforcement T,.., nnW a�f Riaht Too Right Bot Concrete Beam Shear Reinforcement s Recion 4 Version 18.0.0 [C:\...\...\...\...\...\...\... .rZdj rage c fes.. GrdBm-Grid-C1 N1 2 2.6k Loads: LC 1, IBC 16-7 Envelope Only Solution HandasaInc SK -7 Haitham A Hafeez GrbBeam-Gridline Cl May 28, 2021 at 2:45 PM Bison726-NewPotBch GrdBm-GridC1.2d Company Handasa Inc May 28, '''RISA .15 .6 .145 3 1 80 60 2 Job Number Bson726ANewPotBch Ch ck d2By:1HA nNEMETSCHEK COMPANY Model Name GrbBeam-Gridline C1 .145 Concrete Properties Label E Mail G rksil Nu Therm R... Densitvrk... Pcrksil Lambda Flex Stee... Shear Steelrksil 1 Conc3000NW f 3156 1372 .15 .6 .145 3 1 80 60 2 C6nc3500NW 3409 1482 15 .6 .145 3.5 1 60 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 COnc3000LW 2085 907 .15 .6 '.11 " 3 .75 60 - 60 5 COnc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 6 Conc4000LW 2408 1047 .15 .6 .11 4 75 60 - 6 7 Conc2500NW 3156 1372 .15 .6 .145 2.5 1 60 60 Concrete Rebar Parameters Label O timi... Min Flex ... Max Flex... She...Le s er ... To Colum... Bottom... Side Cove... Top/Bottom Bar A 'I S ... Shear Bar ... 1 T ical p rnize #3 #10 #4 2 1.5 1.5 1.5 2 1 1 1 12 Joint Boundary Conditions Joint Coordinates and Temperatures Concrete Beam Desian Parameters Label She a Len th ft B-eff Left ...B-eff Ri h -Slab T... Slab x r I L Shear Lao t 1 GrdBm-Grid-C1 CRECTI... 8 Use Desi n Rule Use Design Rule Joint Loads and Enforced Displacements (BLC 1 : EL) Joint Label L D M Direlion Ma nitude k k -ft in rad k's^2/ff k's^2"ft 1 N2 L Y 2.6 Member Point Loads Member Label Direction Ma nitude k k -ft Loca i n ft % No Data to Print ... Member Distributed Loads Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F ks Start Location ft% End Location ftOX No Data to Print ... Basic Load Cases BLC Description Category XGravity YGravity Joint Point Distributed 1 EL EL 1 RISA -2D Version 18.0.0[CA ... \... \... \... \... \...\... \... \GradeBeamsCaics-RISA\GrdBm-GridCl.r2d] Page 1 Company Handasa Inc May 28, 111RISA Des Job Number mber Bson726-NewPotBch Ch ck d2By:tHA AN EMETSCHUCOMCANY Model Name GrbBeam-Gridline Cl Concrete Beam Bending Reinforcement Member shape San Left Ton Left Bot Mid Top Mid Bot Ri ht To Ri ht Bot . 1 GrdBm-Grid-..CRECT12X12 1 2 #5 Concrete Beam Shear Reinforcement Member San Region 1 Region 2 Re ion 3 Re ion 4 1 GrdBm-Grid-C1 1 RISA -2D Version 18.0.0[CA ... \... \...\... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-GridC1.r2d] Page 2 a Structural Calculations w/ Supplement Calcs for Addition and Interior Remodel at 726 Bison Ave., Newport Beach, CA 92660 Project Owner x \ N � . 1 � .; IKIM Engineer Haitham A. Hafeez, P.E. Handasa Inc. Haitham� Ahdelhafeez N.. 63359 421 N Brookhurst St, Suite 222 Anaheim CA 92801 (714) 230-9228 Fax (714) 917-2977 info@handasainc.com SUMMARY REPORT F O R T E R • BCson726-NewPrtBch •} ��£Y+z-+: Y4 CB01 _ � -��a,«?.:v`- �'(F �a ..... 4ss ,'11F � �.. .v'>23�L�v�^t .h�"€k�+r ,n P„t�hs 4ud €��?....,2`. `�f',. Passed 1 piece(s) 7"x 16" 2.2E Parallam@ PSL CB02 Passed 1 piece(s) 3 1/2” x 9 1/4" 2.2E Parallam@ PSL CB03 Passed 1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam@ PSL CB04 Passed 1 pieces) 6 x 10 Douglas Fir -Larch No. 1 CB08 Passed 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL CB09 Passed 1 piece(s) 7"x 18" 2.2E Parallam@ PSL CB10 Passed 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL CB11 Passed 1 piece(s) 5 11,V'x 14" 2.2E Parallam@ PSL CB12 Passed 1 piece(s) 3 1/2" x 11 1/4" 2.2E Parallam@ PSL C813 Passed 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 ._„ RB01-California Room Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 RB02-California Room Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 RB03-Califomia Room Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 RB04-California Room Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 :M 'A } ":. B '� a�dz.3cY.,' `X " a.%r 0701 -New Bedroom Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC 0702 -New Bedroom Passed 1 pieces) 2 x 6 Douglas Fir -Larch No. i @ 16" OC 0703 -Entry Porch Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC 0704 -Entry Porch Passed 1 piece(s) 2 x 12 Douglas Fir -Larch No. 10 16" OC FOMWE6 Software Operator ]Ob Notes Hahham Handam Inc (657)230-9228 hattham@handasainc.mm A 4/17/20219:31:22 PM UTC ForteWEB v3.1 Weyerhaeuser File Name: Bison726-NewPrtBch Paqe 1 / 19 e FORTE M MEMBER REPORT PASSED 0 Ceiling Beams, CB01 1 pieces) 7" x 16" 2.2E ParallamO PSL 21' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual`@location ,:Allowed Result LDF, Laad:Cambination(PVltaFn) Member Reaction (Ibs) 5430 @ 2113 1/2" 6563 (1.50") Passed (83%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 7095 @ V7 1/2" 27067 Passed (26%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 34857 @ V 5 7/16" 87387 Passed (40%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load DeFl. (in) 0.247 @ 10' 3 1/2" 0.704 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Dell. (in) 0.567 @ 10'3 3/4" 1.056 Passed (L/447) -- 1.0 D + 0.75 L + 0.75 Lr (AII Spans) • uensmoon Omaha: a (yab1)) and a (x/291)). • Allowed moment does not refect the adjustment for the beam stabllny factor. • Member should be side -loaded from both sides of the member or braced ro prevent rotation. Supports Bearing Length Tidal Available; 'Required Loatls to suppartiptus) .:Dead Floor Live Boot Live Total Accessories 1- Stud wall - SPF 3.50" 3.50" 1 2.62" 1 4365 1519 3038 8922 Blocking 2 -Hanger on 16" SPF beam 3.50" Hanger' 1 1.50' 1 3149 1064 2129 6342 See note' • airy ralleiz ere nssmneu ro Wm/ ria leans applleo ulre aW a Nem ano me NII Iwo Is appllee ro me memcer ceing designed. • At hanger supports, the Total Bearing dimension Is equal to the wkfth of the material that Is supporting the hanger •' See Connector gdtl below for additional Information anti/or requirements. Lateral Bracing Bracing Intervale comments Top Edge (Lu) 21'4" o/c Bottom Edge (W) 21' 4" o/c -Maximum allowable bracing Intervals based on applied load. System : Floor Member Type : Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Support Model seat Length Top Fasteners _:. Face Fastemre Member Fasteners Accessories 2 - Face Mount Hanger HGU7.25-SDS H=15.938 5.25" N/A 36-SDS25212 24SDS25212 208.0 nae, w manwauurer nares ono InWUWOns mr Vertical Loads ". - Location (side) Tributary Width good (0.90) Floor lhre Roof Lire (1.00) (non -snow: 1.25) Conlineute 0 - Self Weight (PUP) 0 to 21' 3 1/2" N/A 35.0 -- -- I - Uniform (PLF) 0 to 21'7" (Front) N/A 208.0 80.0 160.0 Default two 2. Point (lb) 5' (Front) N/A 2279 857 1713 Linked from: 0002, Support I I Weyerhaeuser Notes - - 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 authonty, having judsdlcdon. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the oveall project. Accessories (Rim Board, Blacking 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 Lumber Products have been evaluated by ICC -ES under evaluation reports ESR4153 and ESR -1387 anti/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to loads, ForteWEB software Operator 3ab Notes Hanham 23 Inc (657) (65])230-9228 have been provided by ForteWEB Software haltham@hanciasainc.orn I Wryerhaeuser 4/17/20219:31:22 PM UTC ForteWEB0.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch D- v I ®FORTEd03 0 MEMBER REPORT Ceiling Beams, CB02 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @10cation SAllowed Result LDF Lbad: eombinaeon'(pattsm) Member Reaction (Ibs) 3980 @ 3 1/2" 3980 (1.82') Passed (100%) -- 1.0 D + 0.75 L +0.75 Lr (All Spans) Shear (IDS) 3374 @ 1'3/4" 7824 Passed (43%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 10074 @ 5'4 1/4" 15519 Passed (65%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Deb. (in) 0.183 @ 5'4 1/4" 0.338 Passed (U666) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.399 @ 5'4 1/4" 0.506 Passed (4305) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Deflection criteria: LL (1!360) and TL (U240). Allowed moment tices not reflect the adjustment for the beam stability factor. Supports Tobi Bear" Length Araits6le RequirW ;Dead Loads to Supports(@ay: ' III., Lt. Roof LWe Tofal Aaesmrlas ...:. 1- Hanger on 9 1/4" SPF beam3.58' seat length Hanger' 1.82" 2279 857 1713 4849 See note' 2- Beam -SPF 3.50"1 3.50" 1 2.76" 2228 1 837 1673 4738 None •m, Iac, euPW1m, me Imdl"mimy mu iunmu n eyudi w uv:wmuIV] u¢nidmnm wdL n euPWVcU we mdmger . ' See Connector grid below for additional Information and/or requirements. Lateral Bracing Bractnp Intervals -. cpmments fop Edge (Lu) 10'4'p O/C bttom Edge (W) 10' 4" o/c -Maximum allowable bracing Intervals based on applied load. PASSED System : Floor Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Leonidas, (Side) Tributary Width `.Dead -. Floor. LWe x(0.90) (1:00) Roof Live (non -snow: 1.25) Comments 0 - Self Weight (PLF) Support Model seat length Top Fasteners Face Fasteners Mmrtier Fasteners ' Aaeasorlez 1 -Top Mount Hanger BA3.5619.25 3.00" 6-164 10-16d 8-1 1.5 nerer m manumcwrer notes ana insuucmons or poplar Installation ano use or an connectors. Vertical Loads Leonidas, (Side) Tributary Width `.Dead -. Floor. LWe x(0.90) (1:00) Roof Live (non -snow: 1.25) Comments 0 - Self Weight (PLF) 31/2" to 10' 7" N/A 10.1 — - 1- Uniform (PLF) 0 to 10' 7" (Front) N/A 416.0 160.0 320.0 Default two Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsclalms any other warranties related to the oftware. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having judsdlcdon. The designer of record, 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 -party certified to sustainable forestry standards. Weyerhaeuser engineered Lumber Products have been evaluated by ICC -ES under evaluation reports E5R-1153 and ESR -1387 and/or tested in amordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Insfallauon details refer to www.weyerhaeuwr.mm/woodproducWdmument-library. The product applicator, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator FoneWeB Software Operator ]ob Notes Haltham Halla a Inc (657)230-9228 haltham@handasainc.com I I Weyerhaeuser 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V6.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch ® PO R T ECM MEMBER REPORT PASSED Ceiling Beams, CB03 1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL 14' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 6 Location '.Allowed ReaYN UDF Load: Combination (Pattern) Member Reaction (lbs) 2940 @ 2" 7809 (3.50") Passed (38%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 2511 @ 1'3/4" 11736 Passed (21%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 10234 @ 7' 3 1/2" 23279 Passed (44%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Defl. (in) 0.229 @ T3 1/2" 0.475 Passed (L/746) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.513 @ T3 1/2" 0.712 Passed (4333) -- 1.0. D + 0.75 L + 0.75 Lr (All Spans) • Deflection criberla: U. (U360) and TL (U240). • Allowed moment does not reflect the adjustment far the beam stadlity factor. Lateral Bracing i Bearing Wight 14'7" o/c 'Loads toSupports (Ibe)(- 14'7" o/c :Supports Toyl Avalmble: Required 'Dead Floor Llve Ram Uhre' Tobl Axmwries 1 -Stud wall - SPF 3.50" 3.50" 1.50" 1627 583 1167 3377 Blocking 2 -Stud wall - SPF 3.50" 1 3.50" 1 1.50" 1627 583 1 1167 1 3377 1 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 Bracing Bracing Intervals commands Top Edge (Lu) 14'7" o/c Bottom Edge (Lu) 14'7" o/c ,Maximum allowable bracing Intervals based on applied load. Vertical Loads ' Location (Side) Tributary Width Dead FloorUve (0:90) (1:00) Roo/Live (non -snow: 1.25) comments 0- Self Weight(PLF) D1n 14'7" N/A 15.2 --- Halld25d Inc 1- Uniform (PLF) 0 to 14' ;7( Front) N/A 208.0 80.0 160.0 Default Load 0 System : Floor Member Type : Dmp Beam Building Use; Residential Building Code: IBC 2015 Design Methodology: ASD Neyerhaeuser Notes feyethaeuser warrants that the slang of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties slated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority hating Jurisdiction. The desgner of record, builder or framer Is :sponsible 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 leyerhaeuser faclllUes are third -parry certthed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -138'. nd/or tested in accordance wah applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to w .weyerhaeuser.mm/woodproducts/document-library. he product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBDh Sob Notes Hanham Halld25d Inc (657) 230-9228 hakham@handasainc.mm Weyerhaeuser igFO R T EW EM MEMBER REPORT PASSED Ceiling Beams, CB04 1 piece(s) 6 x 30 Douglas Fir -Larch No. 1 Overall Length: 8' 7" 8' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. .DesiOn Results Actual @ Location Allowed aeault UDF Lotid: Combinatim,(Pattern) Member Reaction (lbs) 2763 @ 2" 8181 (3.50") Passed (34%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1961 @ V V 5922 Passed (33%) 1.00 1.0 D+ 1.0 L (All Spans) Moment (Ft -lbs) 5200 @ 4' 3 1/2" 9307 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeO. (in) 0.054 @ 4'3 1/2" 0.275 Passed (t/999+) -- 1.0 D + 0.75 L + 0.75 Lr (AII Spans) Total Load Defl. (in) 0.119 @ 4'3 1/2" 0.412 Passed (L/835) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Deflection ttfteda: LL (1-1360) and TL (U240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculatlons are based on NDS. Supports Bracinganterva(s comments .. Bearing LehBtlr Loadc:to.Supports(Iba): Bottom Edge (Lu) Accessories Toni Avallable Rwlulred :Dead Floor tive I Roof Lhe-: Total 1- Stud wall - SPF 3.50" 3.50" S.SP' 15W 1116 5' 3181 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.50" 1507 1116 1 558 1 3181 lBlcddng • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to Me member being designed. :Lateral Bracing Bracinganterva(s comments .. TOP Edge 0.u) g T' o/c Bottom Edge (Lu) 8' ]" o/c -Maximum allowable bracing Intervals based on applied load. Vertical Loads Locatlon (Side) Tributary Width .Dead 1 (0.90) FM»h Lhe (3.00) Roof live (non -snow: 1.35) Comments 0 - Self Weight (PLF) Oto B' T' N/A 13.2 -- Handless Inc 1- Uniform (PLF) 0 to 8' T' (Front) N/A 338.0 I 260A 130.0 Default Load 0 System : Floor Member Type; Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology; ASD 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 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 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 certlfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Produces have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable AS FM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeumr.wm/woodpmducls/dmument-library. The product application, Input design leads, dimensions and support Information have been provided by FormWEB Software Operator ForteWEB Software Operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch n-... , , n lob Note, Haitham Handless Inc (657)230-9228 haltham@handasalnc.mm Weyerhaeuser FORTE MB MEMBER REPORT Ceiling Beams, CB08 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallamp PSL 11' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,Design Results' Actual @ Lacaeon 'Albwetl ResultLDF .. Lostl: Combination (COltem) Member Reaction (lbs) 4726 @ 3 1/2" 4726 (2.16") Passed (100%) -- 11.0 D + 0.75 L+ 0.75 Lr (All Spans) Shear (lbs) 3813 @ V 3/4" 6259Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 7634 @ 5' 2 11/16" 15519 Passed (490%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Den. (in) 0.166 @ 5'8 5/16" 1 0.371 Passed (L/802) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load DeN. (in) 0.368 @ 5'8 5/16" 1 0.556 Passed (U363) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Defection criteria: LL (1.1360) and TL (L/240). • Allowed moment does not refect the adjustment for the beam stability factor. Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger 1 See Connector gdtl below for additional information anti/or requirements. lateral Bracing '. Bearing Length 11' 4' o/c Loods to Supporta(Ib s)". 11' 4" o/c support iupports Total Alrallallfol Required ' geed Floor Live Raaf Live T I Accessories . - Hanger on 91/4" SPF beam 3.50" Hanger] 2.16" 2644 1483 I 1444 I 5571 I See note 1 - Stud wall - SPF 3.50" 3.50" 1.70" 1387 560 1 967 2914 I Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger 1 See Connector gdtl below for additional information anti/or requirements. lateral Bracing erlielnq Internals commerm ;. lap Edge (Lu) 11' 4' o/c bttom Edge (Lu) 11' 4" o/c -Maximum allowable bracing Intervals based an applied load. PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code; IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Loc3nm (side) Tributary Width i '. Dead I (oso) Floor Live (1.00) hoof Live (non -snow: 1.25) support Model Beat Length Top: Fasteners Face Fasteners Member Fasteners. Aocessorles 1- Face Mount Hanger HHU5910 3.00" N/A 30-10d 10-10tl 160.0 • Reter to manuRCmrer notes and In5IInL9ons ror proper installation arm Use lar all WnneRmS. Vertical Loads Loc3nm (side) Tributary Width i '. Dead I (oso) Floor Live (1.00) hoof Live (non -snow: 1.25) Wmmenb 0 - Self Weight (PLF) 3 1/2" to 11'7" N/A 10.1 -- -- 1- Uniform (PLF) 0 to 11'7" (Front) N/A 208.0 80.0 160.0 Default Load 2 - Point (lb) 1' 3 5/8" (Front) N/A 1507 1116 558 Unked Suppo from: CB04, Support I Weyerhaeuser Notes Weyerhaeuser warrants that the siring 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 clrcumvent 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. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -path certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and E5R-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to caws.weyerhaeusecam/woodproducts/dmument-Ilbmry. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortaWEB software operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bi50n726-NewPrtBth D- 9l 10 Job Notes Haltham Handaa Inc (657)230-9228 haftham@handasainc.am Weyerhaeuser dtORTE"MB MEMBER REPORT Ceiling Beams, CB09 1 piece(s) 7" x 18" 2.2E Parallarn® PSL Overall Lenath: 20'7" 0 eu An k,r,,rinnt are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ®Collation ,. Alloyed Result ',Member Reaction (lbs) 6700 @ 20' S" 6694 (2.25") Passed (100%) 0.75 L + 0.75 Lr (AII Spans)Shear (lbs) 5429 @ 19 9 1/2" 24360 Passed (22%) =Lftdmmnagoo(PMtem) 1.0 L (AII Spans)Moment (Ft -lbs) 44275 @ 12' 87330 Passed (51%) 1.0 L (AII Spans)Live 0.75 L + 0.75 Lr (AII Spans)Total Load Dell. (in) 0.199 @ 10, 9 1/8" 0.506 Passed (L/999+) 0.75 L +0.75 Lr (AII Spans) Load Defl. (in) 0.471 @ SO' 8 15/16" 013(46) • Deflection alters: LL (L/4tlu1 ano I tye-rvf. • Allowed moment does not reflect Ne adjustment for the beam stability fador. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Bearing, Length Loadsta SUPports (Ibe):; supports Total Available Requiretl :DNd Fbor.Lhe Roof H�eAouissories1- Stud wall - SPF 3.50 2.25" 1.66" 2943 1192 1481 1/4" Rim Board 2 -Stud wall -SPF 3.50"225" 2.25" 3920 1622 20811/4"Rim Board • Rim Board Is assumed 'Warty all loads applled directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Commands; Top __ r1 20 5 0/ Bottom Edge (to) I 20 5 Olt Maximum allowable bracing intervals based on applied load. PASS\ 0 System: Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC'2015 Design Methodology : ASD We erhaeusay Notes. Weyerhaeuser warrants that the sizing of its products will be in amordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms 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 authorityhavingjurisdiction The designer of record, responsible to assure that this alculation 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 berthed to sustainable forestry standards. Weyerhaeuser engineered Lumbe�uroiucts ha ane installation evaluatedby -ES under evaluation reports ESR -1153 and ESR -1387 antl/or tested In aaordanm with applimble ASTM standards. For cunent code evaluation reports, ye P Software r Snftware Operator Job Notes 4/17/20219:31:22 PM()TC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 c illi228 WeyerhaeuserFile Name: Bison726-NewPrt&h andasalnc.cnm Page 7 / 19 Dead Floor Live Roof Live Loads Location (sloe) Tributary Width (0.90) (1.00) (non-anoW: 1.28) Comments (PLF) F) JW 11/4" W 20' 5 3/4" 0 to 20' 7" (Front) 12' (Front) N/A 1' 3 5/8" N/A 39.4 10.0 2644 -- 10.0 1483 - 1494 Default Load Unked from: CB08, Support 1 12' (Front) N/A 3149 lOfi4 2129 Dn Support 2 PASS\ 0 System: Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC'2015 Design Methodology : ASD We erhaeusay Notes. Weyerhaeuser warrants that the sizing of its products will be in amordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms 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 authorityhavingjurisdiction The designer of record, responsible to assure that this alculation 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 berthed to sustainable forestry standards. Weyerhaeuser engineered Lumbe�uroiucts ha ane installation evaluatedby -ES under evaluation reports ESR -1153 and ESR -1387 antl/or tested In aaordanm with applimble ASTM standards. For cunent code evaluation reports, ye P Software r Snftware Operator Job Notes 4/17/20219:31:22 PM()TC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 c illi228 WeyerhaeuserFile Name: Bison726-NewPrt&h andasalnc.cnm Page 7 / 19 d FO RT ECM MEMBER REPORT PASSED Ceiling Beams, CB10 1 plece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL 0 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. '.Desi nResults Actual a LOCatian iAllowed IResult LEF, Lair: tombiatan'.(Panem) Member Reaction (Ibs) 3980 @ SO' 3 1/2" 3980 (1.82") 1 Passed (100%) -- 1 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear(lbs) 3374 @ 9' 6 1/4" 7824 Passed (43%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 10074 @ 5'2 3/4" 15519 Passed (65%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load DeFl. (In) 0.183 @ 5' 2 3/4" 0.338 Passed (L/666) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load DeFl. (in) 0.399 @ 5'2 3/4" 0.506 1 Passed (1-/305) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (U240). • Allowed moment does not reflect the adjustment for the beam stability factor. • At hanger supports, the Total Bearing dimension Is equal to the width of the matedal that Is supporting the hanger lee Connector imp below for additional Information and/or requirements. Lateral Bradng - Bracin9intervals [l Comments ' , Beadn9 LengthLoatls to Supports Bottom Edge (Lu) 10' 4" o/c Supports Tafel Available 0.equlredDead' Floor Live Root Live Total Acca 1 -Column -SPF 3.50" 3.50" 1.88" 2228 837 16]3 4738 None 2 - Hanger on 91/4" SPF beam 3.50" 1 Hanger' 1 1.82 1 2279 857 1 1713 1 4849 See nate' • At hanger supports, the Total Bearing dimension Is equal to the width of the matedal that Is supporting the hanger lee Connector imp below for additional Information and/or requirements. Lateral Bradng - Bracin9intervals [l Comments ' , ILL, (bu) 10' 4" o/c Bottom Edge (Lu) 10' 4" o/c ,maximum allowable brodmi intervals based on applied load. 0 System :Floor Member Type: Drop Beam BuIlding Use: Residential Building Code : IBC 2015 Design Methodology : ASD C0Simpson Simpson: Strong -77e Support mom Seat o9th .Top Fasteners Face Fandineil Member Fastens- Aaessodes 2- Face Mount Hanger HHUS98 3.00' N/A 22-16d 8-16d . Refer to manufacturer notes and Instructions for proper installation and use of all connectors. Loads Location (Sade) Tdbutery Width -' Dead Fleur Lave Root L"vertical (0:90) (1.00) (nan•anow: 1.25) Commends 0 Self Weight (PLF) 0 to 10' 3 1/2" 1 N/A 10.1 -- -1- I -Uniform (PLF) 0 to 10' 7" (Front) I N/A 416.0 160.0 320.0 Default Load 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 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 junsdictipn. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall pmject. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not resigned by this software. Products manufactured at Weyerhaeuser facilities are third -party cedifled to 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.weyethaeuwr.cam/woodpmduds/document-library. The product application, Input design loads, dimensions and support information have been provided by For[eWEB Software Operator ForteWEB software operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NeWPrtBDh Peale 8 / 19 lob Notes Haltham A Handasa Inc illi (657) 230-9228 halthamorandosalnccom Weyerhaeuser '00 F O R T E° M MEMBER REPORT PASSED Ceiling Beams, CB11 1 piece(s) 5 1/4" x 14" 2.2E Parallamp PSL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Rosultsi Actual do Location Allowed Plains , y LDF in Combination (Pottem) Member Reaction (lbs) 5863 @ 2" 7809 (3.50") Passed (75%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Its) 4943 @ 1' 5 1/2' 17763 Passed (28%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 26269 @ 9' 3 1/2" 50928 Passed (52%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load DeFl. (in) 0.321 @ 9'3 1/2" 0.608 Passed (L/681) -- 1.0 D+ 1.0 Lr (All Spans) Total Load DeFl. (in) 0.634 @ 9'3 1/2" 0.913 Passed (L/346) -- 1.0 D + 1.0 Lr (AII Spans) uenecnon chore: a tydbp) and D- ILIZiU). Allowed moment dos not reflect the adjustment for the beam stability factor. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Lateral Bracing Rearing Length Loads to Suppoifs (Ibe) 18' T o/c Supports Total I Available. Required Dead Raof.Lhe Total Accesso!tes - I - Stud wall - SPF 3.50' 3.50" 2.63" 2889 2973 1 5862 1 Blocking ?- Beam -SPF 3.50" 3.50" 2.63" 2889 2973 1 5862 1 None Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Lateral Bracing Bracing intervals ,: Cammne� Fop Edge (Lu) 18' T o/c iottom Edge (Lu) 18' 7" o/d Maximum allowable bmcim Intervals based on aoolied load. +. .' Vertical Loads Location (Sine) Tributary Width Bond (0:90) Rod Lim (non -snow: 1.25) Commands 0 - Self Weight (PLF) 0 to 18' 7" N/A 23.0 I -Uniform (PSF)0 to 18' 7" (Front) 16' 18.0 20A Default Load Weverhaeuser Notes ). System : Floor Member Type; Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design critters 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 framer is responsible to assure that this calculation Is compatible with the overall pmject. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certifed to 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 and support information have been ForteWEB Software Operator Into Notes 4/17/20219:31:22 PM UTC (655])7) 2230-9228 H ForteWE6 v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 3 Handasa Inc haltham@handi salnc.cem Weyerhaeuser File Name: Bison726-NewPrtBch n....., n 1 1. E9 FO R T E° MB MEMBER REPORT PASSED Ceiling Beams, CB12 1 p)ece(s) 3 1/2" x 111/4" 2.2E Parallarri PSL 21' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Reaujiltill . Aebrui4Looanon' 'Allowed' tiesult LOF, ,Loaf: Combination (Pattern) Member Reaction (Ibs) 1600 @ 21'5" 5206 (3.50") Passed (31"70) -- 1.0 D+ 1.0 Lr (All Spans) Shear (HIS) 1036 @ 1'2 3/4" 6851 Passed (15%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 6113 @ SO' 9 1/2" 16173 Passed (38%) 0.90 1.0 D (All Spans) Live Load Dell. (in) 0.207 @ 10' 9 1/2" 0.708 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Den. (in) 0.767 @ 10' 9 1/2" 1.063 Passed (L/332) -- 1.0 D + 1.0 Lr (AII Spans) Deflection criteria: LL (U360) and TL (L/240). Allowed moment tices not reflect the adjustment far the beam stability factor. s if3eadnB LeogM 1%load�b}`YPlain s) Supports Tobl , Avallable4 Repaired I ':Dead RooFLive Toml Acoesmrles 1 -Column -SPF 3.50" 3.50" 1.50" 1169 432 1601 Blacking 2 - Stud wall - SPF 3.50" 1 3.50" 1 1.50" 1169 432 1 1601 jBlocklng • u:ocxing Panels are assumea to carry no loans applied mrettry, Move mem arca me min :oxa is appneo to me manner Ming aesignea. Lateral Bracing Booinglntemafs i' Camisole .. Top Edge (W). 211711 0 Self Weight (PLF) Bottom Edge (Lu) 21' T' o/c -Maximum allowable bracing intervals based on applied load. • Vertilal Loads Dead Roar LWe -. Location (Side) Tributary Width (0:90) (non -snow: 1.25) Cwrtments 0 Self Weight (PLF) 0 t0 21' 7" N/A 12.3 — 1- Uniform (PLF) 0 to 21' 7" (Front) N/A 60.0 - Gable wall weight 2 - Uniform (PSF) 0 to 21'T (Front) 2' 18.0 20.0 Roof Load 0 System : Floor Member Type: Drop Beam Building Use; Residential Building Code: IBC 2015 Design Methodology : ASD Weverhaeuser Notes 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 detennined 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, BlaMng 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 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.weyerhaeuwr.mm/woodpmducts/document-library. The product application, Input design Ieetls, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software operator PM UTC 4/17/20219:31:22 ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch Job Notes Hanham Handasa Inc (657) 230-9228 haftham4handasainc.com Weyerhaeuser F0 R T EMM MEMBER REPORT PASSED Ceiling Beams, CB13 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 0 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Attual ® LocatloiL Allowed Result iDF Condi combination (Pattii Member Reaction (lbs) 2028 @ 2" 7656 (3.50") Passed (260" -- 1.0 D + 0.75 L + 0.75 Lr (Al Spans) Shear (Ibs) 1270 @ 1' 2 3/4" 5906 Passed (22s/o) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (R -lbs) 3008 @ T3 1/2" 8459 Passed (36%) 1.25 1.0 D + 0.75 L + 0.75 Lr (AII Spans) Live Load DeFl. (in) 0.013 @ 3' 3 1/2" 0.208 Passed (U999+) -- 1.0D+6 D + 0.75 L + 0.75 Lr (All Spans) Total Load DeFl. (in) 0.030 @ X3 1/2" 0.313 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) • oeneamn cnana: u Iyeou) ane a (y[aU). • Allowed moment tices not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports -,i r ,.Naini 2enath i Total, Rvailable-. Regoiretl Loads to:Supports,(lbs)j "Dead FloorLive Rocalit". Total Actassorles, I - Column Cap - steel 3.50" 1 3.50" 1 1.50" 1139 395 790 2324 Blocking 2 - Column Cap - steel 3.50" 1 3.50" 1 1.50" 1139 395 790 2324 Bixking ,,a_m..v „ue„ a,e au .� v aany nu ivam aVpueu uirecuy amve mem one we run moa is appneo to me memoer wing designed. Lateral Bracing r BracinOrMerrab commcab rdP Edge (LU) Reef Live (non -snow: 1.25) 3ottom Edge (Lu) 67" o/c Maximum allowable bracing intervals based on aWlied lead. Vertical Loads Location ($ite) Dead Floor Lire Tributary Width (0.90) (1.00) Reef Live (non -snow: 1.25) Comments 0- Self Weight(PLF) Oto 6'7" N/A 10.0 -- 1- Uniform (PSF) 0 to 6' 7" (Front) 12' 18.0 - 20.0 Roof Lad 2 - Uniform (PSF) 0 to 6' T' (Front) 12' 10.0 10.0 - Ceiling Lad System : Floor Member Type; Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of as products will be in axordance with Weyerhaeuser product design alteda 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 framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blxks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Produds have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 antler tested In accordance with appliade ASTM standards. For current code evaluation reports, Weyerhaeuser product IRerature and Installation delails refer to wm.weyerhaeuwr.com/wDodpmducs/document-library. The product application, Input design Inds, dimensions and support Information have been provided by Forth Software Operator ForteWES Software Operator Job Notes 4/17/20219:31:22 PM l)iC Nditham Haoddasa Inc ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0 (657)230-9228 ha@ham@handasainc.cdm Weyerhaeuser File Name: Bison726-NewPrtBch ' F0 R T E'CM MEMBER REPORT PASSED Roof Beams, R801 -California Room 1 plece(s) 4 x 8 Douglas Fir -Larch No. 1 0 16' All locations are measured from the outside face of left support (or left Cantilever end). All dimensions are horizontal. : Desi "n Results 1, . Actual8 [ocNion"- ,'marred I aesuD ` LDF Io"d: 4r mbinadon (Patterns) " Member Reaction (lbs) 683 @ 2" 7656 (3.50") Passed (90%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 610 @ 10 3/4" 3806 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 27210 8'3 1/2" 4152 Passed (66%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.332 @ 8'3 1/2" 1 0.542 Passed (L/587) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.684 @ 8'3 1/T' 1 0.813 Passed (U285) -- 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and T. (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Blocking Panels are assumed to carry no loads applied directly above them and the full lead is applied to the member being designed ateral Bracing -°'Bearlag Length .; Loads to Suppprts(Ib•) , ottom Edge (Lu) itYpports Total ' Available._ ,Required sopa / arkellikere ,Tota(" Acroisorios - Column - SPF 1 3.50' 3.50" 1 1.50" 352 332 1 684 Blocking '.- Column - SPF 1 3.50" 3.50" 1 1.50' 352 332 1 684 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full lead is applied to the member being designed ateral Bracing empmglnthwab " - comments op Edge (Lu) 16'7" o/c ottom Edge (Lu) 16' 7" o/c 4azimum allowable trading Intervals based on applied load Vertical Loads LocaBom (side) Tributary Width " Dead (0.90) Reef Live (man -snow: 1.25) comments 0 - Self Weight (PLF) 0 to 16' 7" N/A 6.4 1- Uniform (PSF) 0 to 16'7" (Front) 2' 18.0 20.0 Default Load System : Floor Member Type : Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology; ASD Neyerhaeuser Notes /eyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser r Pmuly disclaims any other warranties elated 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 asponsible 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 mye:haeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -138, nd/or tested in accordance with applicable ASTM standards. For current code evaluabon reports, Weyerhaeuser product literature and Installation details refer to ww.weyethaeuwr.com/woodproducts/document-libmry. he product application, Input design loads, dimensions and support Information have been provided by FodeWEB Software Operator FGAOWEB Software operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBCh n --- • o 1 1. Sob Notes Haltham Handasa Inc (657)230-9228 haitham@handasalnc.rom Weyerhaeuser W FO RT E" CM MEMBER REPORT PASSED Roof Beams, RB02-California Room 1 plece(s) 4 x 8 Douglas Fir -Larch No. 1 0 Overall Length: 11'7" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. .Desi nResults Actual @tucation Allowed Result _ LDF Load: Combination (Pattern) Member Reaction (Ibs) 2449 @ 2' 13/4" 7656 (3.50") Passed (32%) -- 1.0 D + 1.0 Lr (All Spans) Shear(Ibs) 1440 @ 2' SO 3/4" 3806 Passed (38%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 3452 @ 6' 119/16" 4152 Passed (83%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Dell. (in) 0.148 @ 6'9 15/16" 0.309 Passed (L/751) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load DeO. (In) 0.277 @ 6' 10 3/16" 0.464 Passed (L/401) -- 1.0 D + 1.0 Lr (Alt Spans) • Defection alters: LL (V360) and TL (4240). • Overhang deflection criteria: LL (2U360) and TL (2U240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Beafine LeirRth Total Aeallable. Required : Loads to Supports J(HIS) "Dead Roo/Lhre Total A—soriea 1 -Column -SPF 3.50" 3.50" 1.50" 1189 1265 2949 Blocking 2 -Column -SPF 3.50" 1 3.50" 1 1.50" 767 1 842 1 1609 JBIoxJdng • urocrdng panels are assumed to carry no mads appned mrecuy aoove mem one me ran roar, is appnea to me memasr using assignee. Lateral Bradng Bracing Intervals comments Fop Edge (Lu) 11'7" o/c loltom Edge (Lu) 11'7" o/c Maximum allowable bracing Intervals based on applied lead. Vertical Loads " "Dead : Location (Side) Tributary Width (0.90) " Roof Live (non-soow: 1.25) Comments 0 Self Weight (PLF) 0 to 11' T' N/A 6.4 - I - Uniform (PSF) 0 to 11' T' (Front) 9' 18.0 20.0 Default Load System : Floor Member Type; Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD Weverhaeuser Notes' Teyemaeuser 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 elated 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 esponsible 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 yeyemaeuser facilities are third -party, certned to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 indlor tested In accordance with applicable ASrM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to carica.weyemaeuwr.com/wwdproducts/dmument-library. he product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software operator 4/17/20219:31:22 PM UTC ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch ]oI, Notes Haltham Handasa Inc (657)230-9228 haftham@handasalnc.com Weyerhaeuser igFO R T EP CM MEMBER REPORT PASSED 0 Roof Beams, RB03-California Room 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results kctuaI@Llvvff6w. Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2449 @ 2' 13/4" 7656 (3.50") Passed (329/o) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1440 @ 2' 10 3/4" 3806 Passed (38%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 3452 @ 6' 119/16" 4152 Passed (83%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.148 @ 6'9 15/16" 0.309 Passed (L/751) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Der. (in) 0.277 @ 6' 10 3/16" 0.464 Passed (L/401) -- 1.0 D + 1.0 Lr (Alt Spans) • uenecnon China= I.I. (yabg) and -a LL/14U). • Overhang deflection criteria: LL (2L/360) and TL (21/240). • Allowed moment does not reflect the adjustment for the to • Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no foods applied directly above Mem and the full load is applied to the member being designed Lateral Bracing, _. .. ' Bearing Length Loalsto5upports(Ib•) Bottom Edge (Lu) Supports, Tobi Asallable Relulred 'Dead Rood Lin Total Accessories 1- Column - SPF 3.50" 3.50" 1.50" 1184 1265 2449 1 Blocking 2 -Column -SPF 3.50" 3.50" 1.50" 767 842 1609 1 Blocking • Blocking Panels are assumed to carry no foods applied directly above Mem and the full load is applied to the member being designed Lateral Bracing, _. .. Bracing 3friterwids '. conamenb Top Edge (Lu) 11'7' 0/c Bottom Edge (Lu) 11'7" o/c ,Maximum allowable bracing intervals based on applied load. Vertical Loacht -. Location (Side) Tributary Width -Dead (0.90) Roof L1ve (nonsnow: 1.25) Comments 0 -Self Weight (PLF) O to'l' ]" N/A 6.4 1 -Uniform (PSF) 0 ;;1 1' ]" (Front) 9' 18.0 20.0 Default Load System: Floor Member Type: Drop Beam Building Use: Residential Building Code : RIC 2015 Design Methodology: ASD Weyerhaeuser Notes 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 framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blacks) are nm designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to 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.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by FormW EB Software Operator Fortei Software Operetor 4/17/20219:31:22 PM (IFC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 3iwn726-NewPrtBeh Job Notes Hanham Inc (657)flanclas2a (65])230-9228 haitham@handasalnc.com Weyerhaeuser ® F'O R T ECM MEMBER REPORT PASSED Roof Beams, RB04-California Room 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 Ifl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual N Location I Allowed Result LDF Loatl: Combmatlon (Pattern) Member Reaction (Ibs) 271 @ 2" 7656 (3.50") Passed (4%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 197 @ 10 3/4" 3806 Passed (5%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 402 @ 3'3 1/2" 4152 Passed (10%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dell. (in) 0.007 @ T3 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.015 @ 3'3 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (1-1360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports 7_Nrrp Length ToolrailaBle' Requiretl _..Loads to SYPPorrs (ibis) Deatl Roof LW Total Accessories 1 -Column -SPF 3.50" 3.50" 1.50" 140 132 272 Blocking 2 -Column -SPF 3.50" 1 3.50" 1 1.50" 1 140 1 132 1 272 1131ocking • vrocmng raven: are assumed m carry no save appneo mrecoy auove mem are we ruv ieau is appneu m me memoer miN designed. Lateral Bracing eracinantereals "cortmrenb Top Edge (Lu).:.. 61711 o/c Bottom Edge (Lu) 6' 7" o/c urnum allowable bracing Intervals based on applied load. Dead Build Live Vertical Loads Leration (Side) Tributary Width (0.90) (non -mow: 1.25) comments 0- Self Weight(PLF) 0to67" „N/A 6.4 -- 1- Unlform (PSF) 0 W 617" (Front) T 18.0 20.0 1 Default Lead System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD We erhaeuser Notes Weyerhaeuser warrants that the string 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 W circumvent the need for a design professlonal as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible W assure that this calculation is Compatible with the Overall project. Atcessades (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacbned at Weyerhaeuser facilities are third -parry certified to 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 m w .Weyerhaeuser.mm/woodpmducts/dmumem-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software operator PM UTC 4/17/20219:31:22 ForteWEB 0.1, Engine: 118.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch n,..., a c r I. ,lob Notes Haitham Handasa Inc (657) 230-9228 hatham@handasaine.com Weyerhaeuser VI FO R T E° MB MEMBER REPORT PASSED Ceiling Joists, C301 -New Bedroom 1 P)ece(s) 2 I 6 Douglas Fir -Larch No. 1. O 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Locatlea 'Allowed Itpsult LDF Load: Cambinatlea (Patters) Member Reaction (Its) 165 @ 2 1/2" 1434 (2.25") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (Its) 148 @ 9" 990 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 493 @ 6' 3 1/2" 942 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dan. (in) 0.186 @ 6' 3 1/2" 0.304 Passed (U785) -- 1.0 D + 1.0 L (All Spans) Total Load Den. (in) 0.372 @ 6'3 1/2" 0.608 Passed (L/393) -- 1.0 D + 1.0 L (All Spans) TJ -Pro`" Rating N/A N/A N/A -- N/A • Deflection criteria: LL (/480) and TL (/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase in the moment opacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed Lateral Bracing emomglntavals "> comment ' Bearing Length Leads to Supports (lbs) . Bottom Edge (Lu) 12' S" O/C Supports Total Avaitsble` Required :.Dead Floor Live Total Ittcessories' _ I - Stud wall - SPF 3.50" 2.25" 1 1.5011 84 84 168 11/4" Rum Board t - Stud wall - SPF 3.58" 2.25" 1 1.50" 84 84 168 11 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed Lateral Bracing emomglntavals "> comment ' Tap Edge (Lu) 12 5' b/c... Dead (0:90) Bottom Edge (Lu) 12' S" O/C comments •Mmlmum allowable bracing Intervals based on applied load. Vertical Load Lootian (side) Spacing Dead (0:90) Floorl.hre (1.00) comments 1- Uniform (PSF) oto Ir 7^ 16' 10.0 10.0 1 Default Load 0 System : Floor Member Type : Joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser ecpressly disclaims any other warranties slated to the software. Use of nils 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, Blocldng Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to 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 ode evaluation reports, Weyerhaeuser product literature and installation details refer to Nw .weyerhaeuwr.com/woodproducts/document-library. rhe product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operatr 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPltBch Job Notes Handam Inc a (657) 2 (657) 230-9228 haitham@handasalnc.com Wer eyerhaeus F�0 R T E' EM MEMBER REPORT PASSED 0 Ceiling Joists, C302 -New Bedroom 1 plece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC 12' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results ActualstLocation -Allowed "'Result Loads to 5ripports (lbs) Dead Floor I.I.Total LDF Load: Ctinbinaaon,(Pattern) Member Reaction (lbs) 165 @ 2 1/2" 1434 (2.25") Passed (12%) -- 1.0 D+ 1.0 L (All Spans) Shear (Ibs) 148 @ 9" 990 Passed (IS%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 493 @ 6 3 1/2" 942 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.186 @ 6' 3 1/2" 0.304 Passed (L/785) -- 1.0 D + 1.0 L (All Spans) Total Load DeO. (in) 0.372 @ 6' 3 1/2" 0.608 Passed (1-1393) -- 1.0 D + 1.0 L (All Spans) TI -Pro'" Rating N/A N/A N/A -- N/A • perlection alter: UL (1/4811) and TL (1/2413). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to amount for repetitive member usage. • Applicable calculations are based an Nos. • No composite action between deck and joist was considered In analysis. Supports Total Beadng,Length Available I Required Loads to 5ripports (lbs) Dead Floor I.I.Total Am -a- 1-Stud wall - SPF 3.50" 2.25" 1.50" 84 84 168 11/4'Rlm Board 2 - stud wall - SPF 3.50" 2.25" 1.50" 84 89 ITS U4" RIm Board w FA IF nn rv"ue aPPneu w•e,.uy "uuve n, uyWusmg me Ircmuer cemg uesigneu. Lateral Braiding BracingInterYist9 J L'Om111811ta :. Top Edge (Lu) 1T 5" o/c Bottom Edge to 12' 5" o/c •Maximum allowable bracing Intervals based on applied load. Vertical Load - Location (side) spacing PDead (0.90) Floor Live (1.00) commaata 1- Uniform (PSF) 0 to 12' 7" Ifi" 10.0 10.0 Default load System : Fluor Member Type: Joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design miens 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 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 ce ti led to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC -ES under evaluaUon 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.weyerhaeuser.mm/wdddprodud /document-libmry. The product application, Input design Toads, dimensions and support information have been provided by For1mWEB Software Operator FarteVIEB sofisvare operator 4/17/20219:31:22 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBeh lob Notes Hanham Handless Inc (657) 230-9228 haitham@handasalnc.com Weyerhaeuser a FO RT EM MEMBER REPORT PASSED Ceiling Joists, C103 -Entry Porch 1 p)ece(s) 2 x 6 Douglas Fir -Larch No. 10 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual Is 100ation 'Allowed Result LDF load: Combinatibi (Pattem) Member Reaction (Ibs) 152 @ 2 1/2" 1434 (2.25") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 134 @ 9" 990 Passed (14%) 1.00 1.0 D + 1.0 L(All Spans) Moment (Ft -lbs) 416 @ 59 1/2" 942 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.132 @ T9 1/2' 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (In) 0.264 @ T9 1/2" 0.558 Passed (L/508) -- 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A N/A -- N/A • Defection criteria: LL (1./480) and TL (4240). • Allowed moment does not refect the adjustment for the beam stability factor. • A 15% Increase in the moment opacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered In analysis. Supports ` Total Bearing LeaOth Available Requlvi Loads to Supports D d noss,7 Obs) Total Accessories 1- Stud wall - SPF 3.50" 2.25" 1.50" 77 77 154 11/4" Rim Board 2 -Stud wall - SPF 3.50" 1 2.25" 1 1.50" 77 1 77 1 154 111/4" Rim Board • Wm Board Is assumed to carry all loads applied directly above It, bypassing me memoer using cresigneo. Bracing Bracing intervals comments MLateral TOp EtlSm (Lu) 11' S" o/c 1 -Dead (0.90) Bottom Edge (Lu) 11' S" o/c Comments -Maximum allowable bracing Intervals based on applied lead. Vertical Load :.. Locrtion(Side) Spacing 1 -Dead (0.90) Floor Live (1.00) Comments 1 uniform (PSF) 0 to ll' 7^ ls' 1o.a 10.0 Default Load 0 System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2015 Design Methodology: ASD .Weyerhaeuser Notes 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 framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to 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 be www.weyerhaeuwr.com/woodpmducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB software Operator ForteWEB software operetor PM UTC 4/17/20219:31:22 ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0. 1.0 File Name: Bison726-NewPrtBch 1301, Notes HaPorzm Handasa Inc (657) 230-9228 haitham@hantlasamc.wm Weyerhaeuser igF 0 R T E° B MEMBER REPORT PASSED Ceiling Joists, CJ04-Entry Porch 1 plece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DeSI nResults Actual @Location 'Allowed .'.Result -: Loads toSupports(lbs) LDF Loed: Combination (Pattern) Member Reaction (Its) 298 @ 2 1/2" 1434 (2.25") Passed (21%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 268 @ V 2 3/4" 2025 Passed (13%). 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1638 @ 11' 3 1/2" 3032 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.239 @ 11' 3 1/2" 0.554 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.479 @ 11' 3 1/2" 1.108 Passed (L/556) -- 1.0 D + 1.0 L (All Spans) TJ -Pro'" Rating N/A N/A N/A -- N/A • Deflection cdtena: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase in the moment capacity has been added to amount for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Rim Board is assumed to carry all leads applied directly above it, bypassing the member being resigned eteral Bracing Bracing Intervals - comments Bearing Length -: Loads toSupports(lbs) attom Edge (Lu) upports Total AvaiHble Required : Dead Floor Live Total Reconvenes - Stud wall - SPF 3.50" 2.25" 1.50" 151 151 302 11/4" Rim Board - Stud wall - SPF 3.50" 2.25" 1.50" 151 151 302 11 1/4" Rim Board Rim Board is assumed to carry all leads applied directly above it, bypassing the member being resigned eteral Bracing Bracing Intervals - comments Dip Edge (Lu) 9' 10" o/c attom Edge (Lu) 22' 5" o/c Maximum allowable bracing Intervals basso on appllefl lose. VertiaalLoad - Location (Side) spacing Dead (0.90) Floor Live (1.00) Comments 1- uniform (PSF) O to 22'7" 16 10.0 10.0 Default Lead 0 System : Floor Member Type : Joist Building Use; Residential Building Code: IBC 2015 Design Methodology: ASD Weyerhaeuser Notes , Weyerhaeuser warrants Mat 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 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 -party certlfled to 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 M www.weyerhaeuser.mm/woodpmduds/dmumenblibmry. The product application, input design loads, dimensions and support information have been provided by Forte WEB Software Operator FerteWEB software operator 4/17/20219:31:22 PM UTC ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: Bison726-NewPrtBch Job Notes Raitham Nandasa Inc (657) 230-9228 hakham@handasalnc.mm Weyerhaeuser Seismic Load Analysis U.S. Seismic Design Maps 726 Bison Ave, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6409203,-117.8719616 Seashore Ac Newport Beach ® tea' Tennis Club �. Rt00q� �o Ralphs® 5�\J o ff, 'm6 ys & Girls Club Jewport Beach Bank'of ' ' P Drive-th Google �,�/�Oe'so, Date Design Code Reference Document Risk Category Site Class Ijrpe Value SS 1.315 SI 0.468 SMS 1.578 SMI null -See Section 11.4.8 SDS 1.052 SDI null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.567 FPGA 1.2 PGAM 0.68 TIL 8 SsRT 1.315 SsUH 1.43 SsD 2.551 S1RT 0.468 S1UH 0.506 S1D 0.826 PGAd 1.038 CRS 0.92 CRI 0.926 OSH PD a Catty Design Research America (with n ATM) �a , Liberty Baptist Church 9 a° 4/9/2021, 3:29:18 PM ASCE7-16 II D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA ademy9 a3"�6 aa� Nr QUnited Stat Postal Servi Map data 02021 Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period In seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of excesdance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored detenninlstic acceleratlon value. (1.0 second) Factored daternlnlstic acceleratlon value. (Peak Ground Acceleretlon) Mapped value of the risk coefficient at short periods Mapped value of the rlsk coefficient at a period of 1 s r.«..... u.-,-..,u.m�........ 1/2 a Bison 726 Newport Beach Lateral Load Calculations 1. Obtain Ss and S, using USGS Earthquake Hazard Program, Latitude: 33.64090 Longitude: -117.8719° Ss = 1.315 S, = 0.468 Site Class= D 2 Other Design Paramaters: R = 6.5 Table 12.2-1 ASCE 7-16 F = 1.1 Two story Building Fe = 1.2 Table 11.4-1 ASCE 7-16 Fv = 1.8 Table 11.4-2 ASCE 7-1 Risk Categor = II Table 1-1 ASCE 7-16 1 = 1 Table 1.5-2 ASCE 7-16 TL = 12 Figure 22-15 ASCE 7-10 SMs=Fax Ss= 1.2x1.315 = 1.578 SMi = F„ x S, = 1.8 x 0.468 = 0.8424 SDS = (2/3) SMs = (2/3) x 1.58 = SDI = (2/3) SMi = (2/3) x 0.84 = 3 Determinne Seismic Design Category: SDs = 1.05 ==>> SDC = SDI = 0.56 ==>> SDC = 4 Determine the Fundamental Period T, Ta = C, hxn C, = 0.02 Ta = 0.02 x 12^(0.75) _ Since Ta <= 0.5 then k=1 Calculate Base Shear per ASCE 7-10. Section 12.8: V=CsW 1.05 0.56 Eq 11.4-1 ASCE 7-16 Eq 11.4-2 ASCE 7-16 D Table 11.6-1 ASCE 7-10 D Table 11.6-2 ASCE 7-10 Section 12.8.2 ASCE 5-10 x= 0.75 h= 12 0.1 Cs= Spa /(R/1)= 1.05/(6.5/1)= Find Max Cs=SD1/[T(R/1)]= 0.56/[0.1x(6.5/1)]= Min C. = Cs = 0.162 Redundancy Factor p = 1.3 Multiply by 0.7 for allowable method, Cs 0.7 x 0.162 x 1.3 Use Cs = 0.147 V=0.147xW Page 2 of 5 0.162 W-1-YA 0.01 ° Bison 726 Newport Beach Building weight calculations Unit witghts psf: Roof: 18 Roofing Fanning Insulation Sheathing Solar Panels Mechanical wall Wall weights: NIS Direction Grid Line Al Weight Calculation #REF! #REF! Ib total: 78 psf 15 psf 2. 2nd floor/Roof walls: Wallunite weight 15 psf Trib w = 35 ft Trib height 4 ft Number of walls 1 Total trib weight = 2100 Ib Total trib weight for grid lines 21 = 2100 Grid Line B1 2. 2nd floor/Roof walls: WallHeight = w unite Floor: 16 4 ft Flooring 2.5 2.5 Sheathing 2.5 6 Framing 6 1 Gyp Ceiling 2.5 2.5 Misc 1.5 5 Insulation 1 1 Total trib weight = 2760 Ib total: 78 psf 15 psf 2. 2nd floor/Roof walls: Wallunite weight 15 psf Trib w = 35 ft Trib height 4 ft Number of walls 1 Total trib weight = 2100 Ib Total trib weight for grid lines 21 = 2100 Grid Line B1 2. 2nd floor/Roof walls: WallHeight = w unite 15 psf 30 ft 4 ft Trib height 1 Number of walls 1800 Ib Total trib weight = Total trib weight for grid lines 22 = 1800 Grid Line C1 2. 2nd floor/Roof walls: Wallweight = width 15 psf 46 ft 4 ft Trib height 1 Number of walls Total trib weight = 2760 Ib Total trib weight for grid lines 23 = 2760 Grid Line D1 2. 2nd floor/Roof walls: Wall unite weight = 15 psf total: 16 psf Weight Calculation Bison 728 NewpOrt Beach 8 ft Trib width 4 ft Trib height 1 Number of walls 480 Ib Total trib weight = Total trib weight for grid lines 23 480 EIW direction: Grid Line 11_ walls: Wallunite weight 15 psf 40 ft 2.2nd floorlRoof dth O ft Trib height 1 Number of walls Total trib weight = 2400 Ib A2 & B2 each = 2400 Ib Total trib weight for grid lines Grid Line 12 Wall unite weight = 15 psi 40 ft 1stl2nd floor walls: Trib width 4 ft Trib height l Number of walls Total trib weight = 2400 Ib Al & B1 each = 2400 Ib Total trib weight for grid lines Grid Line 13 Wall unite weight = 15 psf 10 ft 1 stl2nd floor walls: Trib width 4 ft Trib height 2 Number of walls Total trib weight = 1200 Ib for grid lines Al & 81 each = 1200 Ib Total trib weight