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X2022-0004 - Calcs
Port 1712� . STRUCTURAL CALCULATIONS FOR SCHEAR RESIDENCE 1969 Port Dunleigh Cir, Newport Beach, CA 92660 Project No. 2021.1006 Revision 3: February 7, 2022 Revision 2: January 24, 2022 Revision 1: January 7, 2022 December 12, 2021 �OQ¢pFE.3370tyg4 Nu erto C dana c . Quint a N CI ' Eng eer STP �F CA4.�F����/�/(� EUILDINC, DIVISION E3Y: S.E.C. TABLE OF CONTENTS LoadingCriteria..............................................................................................3 Gravity Analysis and Design..............................................................................6 LateralDesign...............................................................................................16 FoundationDesign........................................................................................33 SCHEAR RESIDENCE 2021.1006 1969 Port Dunleigh Cir, Newport Beach, CA 92660 Project: 2021.1006 Schear Residence Address: 1969 Port Dunleigh Cir, Newport Beach, CA 92660 Loading Criteria 2021.1006 Scheer Residence 3 of 37 DESIGN CRITERIA Project- 1969 Pon Dunleigh Cir, Newport Beach, CA 92660 Code: CBC2019 Building Type: IN000 FRAME Occupancy Type: If Roof 2x4@16"oc 1.5 Dead Load: 5/8" Gyp Board each side 6.0 Asphalt Shingle Roofing = 3.0 psf 1/2" Plywood = 1.5 psf 2 z 12 @ 24" C.C. = 3.3 psf 5/8" Gyp Board underjoist = 2.8 pan Mech./Elect/Plumb. = 1.5 psf MISC. = 2.0 psf DL = 15.0 psf Live Load: LL 20 psf Ceiling DL = 5.0 pet Live Load LL = 10 psf Floors - Typical 2x4@16"oc 1.5 Dead Load: 5/8" Gyp Board each side 6.0 Hardwood FloorRles = 4.0 psf 3/4" Plywood Sheathing = 2.0 psf 2x16@18"o.c. = 5.5 psf 5/8" Gyp Board underjoist = 2.8 psf Mech./ElecVPlumb. = 1.5 psf DL = 15.8 psf Partition Load 0.0 psf Live Load: LL = 40 psf TYPICAL INTERIOR NON-BEARING WALL 2x4@16"oc 1.5 psf 5/8" Gyp Board each side 6.0 psf Misc. 3_5 psf Total - 11.0 psf EXTERIOR WALLS 2x6@16"oc 1.5 psf 5/8'gypboard 3.0 psf Plywood Sheathing 3.0 psf Plaster 10.0 psf M.C. id psf Total - 21.0 psf Project No.: 2021.1006 Dare: 12/12/21 Prepared by: Sheer No.: Note: No drawings provided, therefore materials areestimated. 2021.1006 Scheer Residence 4 Of 37 Project No.: 2021,1006 Date: 12/12/21 Prepared by: Sheet No.: DESIGN CRITERIA Site Addess: 1969 Pott Dunleigh Cir, Newport Beach, CA 9266D Site Coordinates: Latitude: 33.6201 Longitude: -117.854 TL D sec 55.67 fl Site Class D Assumed S, 1.311 g ATC 5, 0.466 g ATC Fe 1.000 ATC F,. 1.900 ATC Sas F,S, 1.311 g Equation 16-38 Sea F,S, 0.885 g Equation 36-39 Ses 'Is Sas 0.874 g Equation 3640 SD, "I'S., 0.590 g Equation 1641 Occupancy Category II 9 i Seismic Design Category D 9 g I mportance Factor 1 Structural System Type (X BY) Bearing Wall System 13.1 kip Wood Shear Wall R= 6.5 Oo= 3 Ca= 4 Ci 0.02 x= 0J5 Wind Desian Cdteda CBC -2019 & ASCE 7-16 Basic Wind Speed 95 mph Wind Importance Factor 1 Wind Exposure C Gravity Deakin Criteria 3.1 kip Building Length= 55.00 ft Buildi ng Width= 55.67 fl Partition ROOFSLOPE 4 12 Roof Area 1539 if Reference: Constmction Drawings Level Calling Area 1539 of I nterlor Wall Length 60 it 6 Exterior Wall Length 170 it C3 Roof Area 850 at _ Levels Floor Area 1539 sf Interior Wal l Length 1008 Exterior Wall Length 222Wall Height 9 i Floor to Floor Height 9 g Roof 13.1 kip CeilinH Level2 ].] kip Exterior Wall Dead Loatl 16.1 kip Interior Load 49.8 kip Leven WMI142.0 Dead Load .6 kip .]5 kip 3.1 kip 1.9 kip Bear Wall 3.0 kIp Partition 0.0 kip .]5 kip 3.1 kip 1.9 kip 2.0 kip 9.9kip 0.0 kip 2921.1006 schear Residenre 5 of 37 Project: 2021.1006 Schear Residence Address: 1969 Port Ounleigh Cir, Newport Beach, CA 92660 Gravity Analysis and Design 2021.1006 Schear Residence 6 of 37 f o R T E CM MEMBER REPORT HDR 1 Level, lift Floor'.Flush Beam 1 piece(s) 3 1/2" x 111/4" 2.2E Parallam@ PSL Overall Length: 11'6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,:`Delik6'Res'-)CS,-,.- :q,,,,e '_' !2hal,�iypes oA.. -.x2A11¢y%b� Resu9,t "t`,ara k�c.'., LDF,.'fl.oad,`y Ctrmbmabon,(P�ttem),r,, Member Reaction (lbs) 5669 @ 11/2" 6563 (3.00") Passed (86%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) - 4498 @ 1' 2 1/4" 7613 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ftlbs)15598 @ 5' 9" 17970 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.183 @ 5' 9" 0.375 Passed (L/736) -- 1.0 D + 1.0 L(All Spans) Total Load Deli. (in) 0.430 @ 5'9' 0.563 Passed (1-1314) -- 1.0 D + 1.0 L (All Spans) uenecoon cnrena: u Uy.%U) ano IL Wzau1. Allowed moment does wt reflect the adjustment for the beam stability factor. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD all�'dd3M saPPortS PbS)'f +^`$, I" Lc "-c ,"^''m,,,:v *." ry 1,%-i f'^ L r y + n( SUpg°YYS. a , e , 4 C gra %R4 R end psa ive rton)tLlveyyma r rota nEeeswar ° a� 1- Stutl wall - DF 3.00" 3.00" 2.59" 3254 2415 230 205 6104 Blocking it -Stud wall - OF 3.00" 3.00" 2.59" 3254 2415 1 230 1 205 6104 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed 4dter3lBrecih9 ] tta -Maximum allowable bating Intervals based on applied load. uel'tlCal L"dads c,�kLaciflo Blde�"�n/'Wldth .ro (090 ra "c (100) (non snDW 1 ESj c (t {0 pg- , Ox-gn`'6-r"Y`al Rim,ntst4,".'+,} �:k'"+T++�. .Y......i�%., s. Top Edge (Lu) N/A 12.3 -- -- - 11' 6" o/c 1- Uniform (PSF) Bottom Edge (Lu) 10' 15.8 40.0 - - 11' 6" o/c 2 - Uniform (PSF) -Maximum allowable bating Intervals based on applied load. uel'tlCal L"dads c,�kLaciflo Blde�"�n/'Wldth .ro (090 ra "c (100) (non snDW 1 ESj c (t {0 Commend 0 - Self Weight (PLF) 0 to 11'6" N/A 12.3 -- -- - 1969 Port Dunleigh Or 1- Uniform (PSF) 0 to 11' 6" (Top) 10' 15.8 40.0 - - FLOOR 2 - Uniform (PSF) 0 to 11. 6" (Tap) 9 21.0 - - - E RIOR WALL 3 - Uniform (PSF) 0 to 11' 6" (Top) 2' 5.0 10.0 - - CEILING 4 - Uniform (PLF) 0 to 11' 6" (Front) N/A 65.0 - - - DOOR DL 5 - Uniform (PSF) 0 to 11'6" (Front) to' 10.0 - - - PARTITION 6 - Uniform (PSF) 0 to 11'6" (Top) 2' 15.8 1- 20.0 11.8 Roof Membe�.NoteS 11. HEADER HDR 1 Weyerhaeuser warmats 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 junsdiction. 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 Blacks) 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 FSR -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/woodpmducts/dmumea-library. The product appliotion, input design loads, dimensions and support information have been provided by NC FOrteWES, Software Operator Job Notes Nicole Caudana 42021.1006 Uudana 1969 Port Dunleigh Or (858) 58B-2916 Newport Beach, CA 92660 nicNcaudana@gmail.com 1/24/2022 5:55:29 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser '11MIX: 2021.1006 Page 2 / 9 a. F O R T E' EM MEMBER REPORT PASSED Level, Cripple Stud w/lift HDR 1 piece(s) 4 x 6 OF No.2 Post Height: 7' 6" De51g11 ResDjts LACWaI= Allowed = Result.- r LDF . Loa d: cornbinahpri Slenderness 26 50 Passed (51%) -- -- Compression (Ibs) 5669 12103 Passed (47%) 1.00 1.0 D + 1.0 L Base Bearing (lbs) 5669 12031 Passed (47%) -- 1.0 D+ 1.0 L Bending/Compression 0.66 1 Passed (66%) 1.00 1.0 D + 1.0 L Input axial load eccentricity for this design is 16.67% of applicable member side dimension. Applicable calculations are based on NDS. Member ,SD �pOrts � ,fix , - -_ ,ryPe , :: w`! c�'�. ; s'�: M4telLal�.`.cs*« az?'� Type : Free Standing Post Base Beam Douglas Fir -Larch Building Code : IBC 2018 Design Methodology: ASD :MakiU)tlif�ced'Ll?IJgth, �± ` '�.a* ry � Cammens��''rv.��""'j'w? Full Member Length No bracing assumed. Drawing Is Conceptual )' D of e���'-pRoa LiWY?1Wp1 Caudana �. (858) 588-2916 Newport Beach, CA 92660 6i0`% (pan 9 is s) I&A->y~.�:: (, gD) u mg r 1- Point (Ib) 3254 2415 230 205 Unked ham: it Flaor:Fiush Beam, Support 1 07HDR 1 �1Veye��ia�use��Nof� `��'� i"�" > £ s. s �� � s• �4 s �,�„r �> s'^�`.',� �' �v�d 'a�. x``Sx.�"�'"• i� b'"�„ '�, c. 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 former is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thfrd-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.weyerhaeus r.conV=o pmducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by NC Fortl software Operator Job Notes Nicole Caudana #2021.1006 Caudana 1969 Pad Dunleigh Cir (858) 588-2916 Newport Beach, CA 92660 nickicaudanalagmail.com 1/24/2022 5:55:29 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File W& 2021.1006 Page 3 / 9 A FOR REFERENCE ONLY AS-BUILTS DRAWINGS 9 of 37 a F ®I1 T E' CM MEMBER REPORT 10 Level, HDR 2 -FINAL HDR 2 1 pjece(s) 5 1/4" x 14". 2.2E Parallam® PSL - - Overall Length: 16'1/a" - 0 14'9 5/8" ' ❑1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. • Defection criteria: LL (/360) and TL (4240). • Allowed moment does not reflect the adjustment for the beam stability factor. PASSED 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD +"x,T°.m:s..d �`av�ge°��1RRg g,<rr h�i`,De�tl{��. �lo�owr 4I�Le kboPli"?i yF"Wmd� Tbta� uAWin,s»^'.. _ 1 - Stud wall - OF 7.25" 7.25" 3.87" 6725 4376 2348 2090 15539 Blocking 2 - Stud wall - DF 7.25" 7.25" 3.87' 6725 4376 2348 209D 15539 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Lath" ral �racln§a v . x c„ ,,5 Braanfli,t?Isfi.k '"'r}Cominenr,.,•.w--. .'N-°`) nu°r �`'' 1 ;.1 u - Top Edge (Lu) 16' o/c Bottom Edge (Lu) 16'0/c -Maximum allowable bacinq intervals based on applied load. _y„J-" [ Dead. q Y�' Flpb'Y LlYO� ROOf'Lwa # �. a Jw i Member Reaction (lbs) o-' �S�de) 12708 @ 5 3/4" 23789 (7.25") Passed (53%) __ 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Weyerhaeuser 0 - Self Weight (PLF) 0 to 16' 1/8" N/A Spans) Shear (lbs) 1 - Uniform (PSF) 8645 @ 1'9 1/4" 14210 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 0 to 16' 1/8" (Top) 39266 @ 8'1/16" 40743 Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 14'8" 0.357 @ 8' 1/16" 0.502 Passed (4506) __ 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All 14' 8" 15.8 - 20.0 17.8 ROOF 5 - Uniform (PLF) 0 to 16' 1/8" (Top) Spans) Total Load Defl. (in) DOOR DL 0.758 @ 8' 1/16" 0.752 Passed (4238) __ 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All PARTITION Spans) • Defection criteria: LL (/360) and TL (4240). • Allowed moment does not reflect the adjustment for the beam stability factor. PASSED 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD +"x,T°.m:s..d �`av�ge°��1RRg g,<rr h�i`,De�tl{��. �lo�owr 4I�Le kboPli"?i yF"Wmd� Tbta� uAWin,s»^'.. _ 1 - Stud wall - OF 7.25" 7.25" 3.87" 6725 4376 2348 2090 15539 Blocking 2 - Stud wall - DF 7.25" 7.25" 3.87' 6725 4376 2348 209D 15539 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Lath" ral �racln§a v . x c„ ,,5 Braanfli,t?Isfi.k '"'r}Cominenr,.,•.w--. .'N-°`) nu°r �`'' 1 ;.1 u - Top Edge (Lu) 16' o/c Bottom Edge (Lu) 16'0/c -Maximum allowable bacinq intervals based on applied load. _y„J-" [ Dead. q Y�' Flpb'Y LlYO� ROOf'Lwa # �. x Vertical 'pads, • o-' �S�de) MOM s � 1T t TbpWrylNrdth (yQ 90,)' y.. (S DO) (no�sndw 32M (f 60) Comments, s`"°ti cart Beach, CA 92660 n, y,�Qfatig�9 Weyerhaeuser 0 - Self Weight (PLF) 0 to 16' 1/8" N/A 23.0 -- -- - 1 - Uniform (PSF) 0 to 16' 1/8" (fop) 10' 15.8 40.0 - - FLOOR 2 - Uniform (PSF) 0 to 16' 1/8" (Top) 9' 21.0 - - - EXTERIOR WALL 3 - Uniform (PSF) 0 to 16'118" (Top) 14'8" 5.0 10.0 - - CEILING 4 - Uniform (PSF) 0 to 16' 1/8" (Fop) 14' 8" 15.8 - 20.0 17.8 ROOF 5 - Uniform (PLF) 0 to 16' 1/8" (Top) N/A 65.0 - - - DOOR DL 6 - Uniform (PSF) 0 to 161/8" (Front) 10' 10.0 - _ - PARTITION (FLOOR) r tlerI�OHEADER R 2dated w/As-Builts) ForteW EB Software Operator Nicole Caudana Caudana (858)588-2916 nickicaudana@gmail.com Notes 11.1006 Port Dunleigh Cir cart Beach, CA 92660 Weyerhaeuser 2/7/2022 1:21:05 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 FiI ea 0l�frne: 2021.1006 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 soflvlare. 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 Blacks) 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.weyerhaeuser.com/wwdproducts/document-library. The product application, input design loads, dimensions and support information have been provided by INC ForteWEB software Operator ]ob Notes Nicole Caudana #2021.101969 w Caudana Port D Cir 1969 Port (858) 588-2916 each, CA Newport Beach, CA 92660 //..\O nickicaudana@gmaii.com Weyerhaeuser 2/7/2022 1:21:05 AM LFrC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Fi etPPafX: 2021.1006 ig r ®R T E CM MEMBER REPORT PASSED 12 Level, HDR 2 - Post 1 piece(s) 4 x 8 OF No.2 Post Height: 7"6" Deslgll RBsltit9+:. ' . _ `'Actual _ , - Allowed`.,; Result LDF ' Load:`tombination Slenderness 26 50 Passed (51%) — Compression (Ibs) 8791 15814 Passed (56%) 1.00 1.0 D + 1.0 L Base Bearing (Ibs) 8791 15859 Passed (55%) -- 1.0 D + 1.0 L Bending/Compression 0.91 1 Passed (91%) 1.00 1.0 D + 1.0 L input axial ioaa accenm¢iIy Tor Ices assign is w.brra or appucame member sine mmension. Applicable calculations are based on NDS. Member Type : Free Standing Post Building Code: IBC 2018 Design Methodology: ASD I Full Member Lenqth I No bracina assumed. I Drawing is Conceptual E,s eri c t ?- ...y x„ J�leni)er h+w�.✓,e` ", - N,6ta.',K ''�'ub3-P� c*'. b. Y f -".'ha. R.. <cm..�<,k,x."s1'�s.ns-4:? e'ad s�ap° 0,1p G"F VERS( a.�`1.`{q 1 - Point (Ib) 4853 3938 315 280 Linked from: 12ft Floor: Flush Beam, Support 1 oft*11113 HDR2 (Updated w/As-Builts) 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 Blacks) 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 information have been provided by NC ForteWEB software Operator Job Notes 2/7/2022 1:21:05 AM UTC Nicole Caudana 12021.1006 Caudana 1969 Port Dunleigh Cir FolteWEB v3.2, Engine: V8.2.0.17, Data: V6.1.0.16 (858) 588-2916 Newport Beach, CA 92660 1 f 37 nickicaudana@gmail.mm Weyerhaeuser File FW 2021.1006 n-..., n 11 COLUMN CAPACITY -TIMBER NDS -2015 Width Depth Material Properties Compressive Strength Modulus of Elasticity Adjustment Factors Moisture Temperature Incision Factor Bearing Area Factor CALCULATION & RESULTS _ vrolee na. .11 a NI22 a•w,:a W Sill Plate Capacity ColumnType: 2c1 Sample Calculation Level: 1" Post Type: DFB/ or 1.5 in. d, 3.5 in. F,perp 625 psi Enan 620000 psi Ca 1 C, 1 C, 1 Cb 1 1.0 is conservative for al l cases Compressive Capacity Factored Strength Fayerp 625 psi Axial Capacity FC x mea 3281.25 Ibf Axial Capacity P' 1101A k Width Depth Material Properties Compressive Strength Modulus of Elasticity Adjustrnent Factors Moisture Temperature Incision Factor Bearing Area Factor Column Type: 1x6Sample Calculation Level: 1" Port Type: DF4/.. d, 1.5 in. d2 5.5 in. F„p p 625 psi Emir 620000 psi Ca, 1 C, i C, 1 Cb 1 1.0 is conservativefor all cases CALCULATION & RESULTS Compressive Capacity Factored Strength F yap 625 psi Axial Capacity FCxarm 5156.25 Ibf Axial Capacity P' 'SS_S ,. k 2021.1006 Schear Residence 13 of 37 DF#2 DF#2 DF#2 DF#2 DF#2 OF#1 DF#1 DF#1 DF#1 DF#1 COLUMN CAPACITY -TIMBER NDS -2015 11006 mIPA2 w.w .a av shletem Stud Capacity Column Typ [i` Sample Calculation P tTYpe < . INPUT Shear Wall Comppress cn Post Capacity Schedule Geometry Size Length (ft) Width d,In. NOMM Depth d. in Unbraced Heigh L„ ft Material Properties E.1" 580000 psi Compressive Strength F, psi Modulus of Elasticity Enm Psi Adjustment Factor. na 0.89 Load Duration Co 0.80 for sawn lumber Moisture Cu for Fc Moisture C,'2 for Farm Temperature C, for Fc Temperature C, for brain 11 Size Factor Cr 5407 Ib OK Incision Factor C, for Fc Incision Factor C, for Brain Buckling5tiffness Cr Dead Load 1.0 is conservativefor all cases CALCULATION & RESULTS Shear Wall Comppress cn Post Capacity Schedule Column Stability Factor, Ce Size Length (ft) Buckling length Factor Xe NOMM Effective Column Length 1a 90 in I.egestslenderness Wd 20.00 <50 for ok: Factored Elasticity E.1" 580000 psi Elastic Buckling Capacity Fm 1191.90 psi Referencedemand Fc" 1336.50 psi Buckling load ratio na 0.89 Lumber Type 1 0.80 for sawn lumber 5tability factor CP 0.65 Compressive Capacity 2600 3280 2600 Factored Strength "1 868.93 psi Axial capacity INxeree 13685.'6ax9�. Ibf Adal Capacity P 5407 Ib OK it iB00 3280 from Forte 2021.1006 schear Residence 14 of 37 Shear Wall Comppress cn Post Capacity Schedule Size Length (ft) Allowable Allowable Sill Compression (#) Plate Comp. M) Governing Strength (#) 2x6 8 8200 5150 5150 2x6 9 7300 5150 5150 2x6 10 6400 5150 5150 2x6 10.5 6000 5150 5150 2x6 11 5600 5150 5150 2x4 8 3200 3280 3200 2x4 9 2600 3280 2600 2x4 10 2100 3280 2100 2x4 10.5 1900 3280 1900 2x4 it iB00 3280 1800 2021.1006 schear Residence 14 of 37 DF112 DF112 DFp2 DFp2 DFk2 DFM DFU1 DFN1 DF#1 DFkl COLUMN CAPACITY -TIMBER NDS -2015 Proe 3ni11Wa —� Dare s/s/zx Nepared by sheet No. Stud Capacity Column Type: Sample Calculation Level: Post Type: Width d,in Compression Past CeP.CIW Schedule Column Stability Factor, Cp Depth d, Suckling length Factor in. Un braced Heigh L, le ft Material Properties led 15.00 -`c50 for ok: Factored Elasticity Compressive Strength F,. Elastic Buckling Capacity psi Modulus of Elasticity Eanin T" psi Adjustment Factors pc 1.59 Load Duration Co Dead Load Moisture Car for Fc 1.0 is conservative for all cases Moisture C" for Emin Temperature Cr for Fc Temperature Cr for Emin 11 Size Factor CF 3 it > 8791 Ib Incision Factor C, for Fc Incision Factor C, for Enum Buckling5tiffness Cr CALCULATION &RESULTS Shear Wall Compression Past CeP.CIW Schedule Column Stability Factor, Cp Size Length (R) Suckling length Factor Ke Effiffimm Effective Col umn Length le 90 1n largest slenderness led 15.00 -`c50 for ok: Factored Elasticity Oran' 580000 psi Elastic Buckling Capacity Foe 2118.93 psi Referencedemand T" 1336.50 psi Buckling load ratio pc 1.59 Lumber Type 2x4 0.80 for sawn lumber Stability factor CP 0.82 Compressive Capacity 2600 3280 2600 Factored Strength P' 1099.40 psi !vial Capacity T"xnren 23087.34 Ibf Axial Capacity P 3 it > 8791 Ib 11 1800 3280 from Forte CK 2021.1006 Scheer Residence 15 Of 37 Shear Wall Compression Past CeP.CIW Schedule Size Length (R) Allowable Allowable Sill Compression nl) Plate Comp. (a) Governing Strength (#) 2x8 8 8200 5150 5150 2x6 9 7300 5150 5150 2x6 10 6400 5150 5150 2x6 10.5 6000 5150 5150 2x6 11 5600 5150 5150 2x4 8 3200 3280 3200 2x4 9 2600 3280 2600 2x4 10 2100 3280 2100 2x4 10.5 1900 3280 1900 2x4 11 1800 3280 1800 CK 2021.1006 Scheer Residence 15 Of 37 Project: 2021.1006 Schear Residence Address: 1969 Port Dunleigh Cir, Newport Beach, CA 92660 Lateral Design 16 of 37 Schear Res! Bence 2021.1006 JOB NUMBER: kf 5", 90R DESCRIPTION: ABCF.6' OUTPUT SEISMIC DESIGN FORCES Equivalent Lateral Force Procedure Project No.: 2021.1005 Date: 44542 Prepared by: Approx. Natural Period: 6=00 x= hr=_ R T. 0.17 Sec k= 1.00 Seismic Response Coefficient: Ss= g S�= g Sus = g Soy= 9 R= 1= T,= sec Cs= 0.134 T cTL Csuu= 0.520 Tt<T Cs Wx= N/A Cs we = 0.038 Cs ren= N/A Cs= 0.134 Diaphragm Level Seismic Weight Story Height Total Height W,h; Csx Fx Fax as F. Fax Design (R) (kips) (kips) (kips) (kips) (kips) R 18.0 897 0.50 10.05 8.71 17.42 10.05 10.05 V(ASD) 14.07 V(LRFD) 20.10 17 of 37 2021.1006 Schear Residence Wind Loadc(MCE7-16) For building camoonents and cladilmi 1 Basic Wind speed,V Wind directionality factor, Ka 2 Importance factor,1 3 Exposure Category Velocity pressure exposurecoefficient, K. and Kn Velocity pressure exposurecoef, Kz Velocity pressure exposure coal, Kz 4 Topographic factor, Ko 5 Gust Effect factor,G 6 Enclosure classification 7 Internal Pressor. coefficient, GCp 8 External Pressure coefficient, GCp 9 Velocity Fressurecoefficients,qh a,alen x4 1.11 M16 1211212/ a.m,.a zn..e eco Wind Load 95 mph ATC 0.85 Wind Di recti onality Factor, per Table 26.6-1 ASCE P, 266 1.00 C 0.9 0.85 1.00 0.85 Enclosed 0.18 -0.18 pn,' 17.7 4 :12 0.18.4 Deg. O= 0.32 Rads per Table 26.10-i ASCE Pg. 268 Roof Mean Ht of 20' Elea per Table 26.10-1 ASCE Pg. 268 Roof Mean Ht of 15' Elev Topographic Factor per ASCESection 26.8.2 Assumed to be a rigid structure PI us and minus signs signify pressures acts ng toward and away from the Internal surfaces, respectively S.Table Below M0.401-0.29 -0.45 -0.45 0.61 -1.0] -0.53 -0.43 Ve�[,�ai -0.43 -0.45 -0.45 0.80 -1.07 -0.69-0.3] 2E -1.07 0.18 -21.09 -0.45 -0.45 069 0.27 -0.53-0.-0.3] -11.13 -10.56 -3.52 3E -0.45 -0.45 0.69 0.69 -0.48 -0.48 18 OT 37 2021.1006 Schear Residence Ve�[,�ai 2 -0.69 0.18 -15.38 -16.74 -17.77 -5.92 2E -1.07 0.18 -21.09 e 3 -0.37 0.18 -9.72 -11.13 -10.56 -3.52 3E -0.53 0.18 -12.55 1 -0.45 -0.18 4.77 504 1E -0.48 -0.18 5.30 9 -0.45 -0.18 4.77 -5.04 4E -0.48 -0.38 -5.30 -1.94 .3.18 ' 6E -0.43 -0.18 4.42 E ..g 5 0.40 -0.38 10.25 12.11 5E 0.61 -0.38 13.96 18 OT 37 2021.1006 Schear Residence Prole. n..a a., Dare z"illy" r"d ny Wind Load Uplift,windward 47.8 psf Uplift,leeward -10.6 psf Wall Horiz, windward 12.1 psf Wall Hi,04 leeward -3.2 psf Horizontal Wind Force Distribution Wallpressure@Leve12= 15.3 psf Wallpressure@Leve11= 14.4 pd Vertical Wind Farce Distribution Verticalpressure@Level2= 14.2 pd Verticalpressure@LD,ell= 13.4 psf Per Chapter 30.1.1 -Part l: Low -Nie Buildings P=gh'(Gcp-Gcpi) x= 30 ft2 Effeceive Area O= 1.19 deg 1 10 p=1.0 yw Floe"toFloor Wind pressure Height (@) (pefi ,. iod,("If) - W .Level2= 9 x 14.2 W .Leven= 9 1 x 1 13.4 Per Chapter 30.1.1 -Part l: Low -Nie Buildings P=gh'(Gcp-Gcpi) x= 30 ft2 Effeceive Area O= 1.19 deg 1 10 p=1.0 yw LOUM-MAMM •' Y..a +LvG.�$v a:,o-?e' ._ .S. w�` P_+a,•3'� '+"•m'": �. flails Awning Roof Wind Load 19.7 psf 19 of 37 2021.1006 Senear Raidence ! °•!! :•! \ A\ A U© a EP / Projed No. 2021.1006 Dale 1/22/22 Prepared by Shea] No. Segmented Wood Shear Wall Design (NDS SDPWS 4.3.5.1) TIMBER SHEAR WALL DRIFT ANALYSIS End post E, (psi) Analysis of interstory drift at critical shearwall Apparent Shear Sfi/L, Ga (kips/in ASCE 7-16 1600000 SDPWS-2015 14.0 Building No. Maim 1600000 Shear wall iD 28.0 Type Emem Post Wood Species MIRIAM 0.58 SERUM Controls INPUT okR Analysis Description 0.011 Allmvableinlerstorydrift Risk Category Wall Details Cd = MEMMIMM le = INGROMEM Wall Geomet Wall MatedWPM antes Odentarion Level (N,E] End post E, (psi) SW Type Apparent Shear Sfi/L, Ga (kips/in R E 1600000 SWS 14.0 2 E 1600000 SWA 28.0 0040.002 . 0.146 0.58 2.16 0.27 okR 2 0.011 CALCULATION 8 RESULTS Shear Per Level Aprx. anchor. slip @load, Ae (in) (LRFD) Apm indcd. shear, v (plf- LRFD) 0.14379 61ra 0.143 377 Od(4a 14 (;Peck Allowable Tension Loads Ib eve Seenam¢ 61ra =Sw.P(in) Ssw (in) Od(4a 14 (;Peck Allowable Tension Loads Ib SNB 1 06 03 0040.002 . 0.146 0.58 2.16 0.27 okR 2 0.011 0.108 0.221 0.340 1.36 2.16 0.63 1 ok Uplift Schear Residence 2021.1006 21 of 37 Seismic SWT e: I Ga HDB/HD Holdowns SWA 1 14 Allowable Tension Loads Ib SNB 1 28 1 HD12 11,350 nerholdown 1" AB 11b Max Tension 1 2207 Ib DCR 0:19: Schear Residence 2021.1006 21 of 37 ,is - Scheer Residence 22 of 37 1021 1008 ProleR Nn Wal 1.6 Olte v1zW Pr.ParedW Total Length or Swwmg=S k Shear Wall Total Length= Story Shear Force, Fv= 10W&24 Ibs SheerWalls ml Member Length (ft) Shaer Wali (Ibslft) Diaphragm Load to Collector (Lbslft) Collector Force Ob-) Collector Axial Force Diagram jLbsj 5trapa(Slmpsonor Eq) Strap Capacltypb) 23 of 37 Schear Residence 2021.1006 S'11 plate Ancbgrilgll Shear Capse,ty of 5lmpson Tllen HO Screw Anchor (518' Die, 4" '-a en' S4 per ESR 2713 1004B It, I Lateral Shan, Farce.V YS.1 Leon came/ use t0"0c Bolt spacing = SW tD HH ldd EWt Simpson Hot 2 HOLDD0WH -2207 It, Max UpHt Fame. UP = wl t0.5" EMBED WarPnchar Boll: HAS —36(PSTM F155 DR. 36)1"DIA Hil1i Epoxy: HIT.HT 200 SEE HILT) REPORT st T�fiD HES°ER Slmpwn MSTW 4]35 Ib Max Tendon Force= ' EACH SIDE 9470 to 2021 1006 m Vaa _ 4800 In 0.8 8000 - 11 = 186.1 PIT 220] Ib OK Capacity= 1402 to � B791 to OK Scbear R -Wrc ce 24 of 37 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen : 2021.1006 - Scheer Residence Page: Specifier: E -Mail: Date: HIT-HY 200 + HAS -V-36 (ASTM F1654 Gr.36) 1 2198033 HAS -V-36 1'x12" (element) 12022791 HIT-HY 200-A (adhesive) haf.epr = 9.591 in. (hafrmn' 10.250 in.) ASTM F1554 Grade 36 ESR -3187 5/1/2021 131112022 Design Method ACI 318-14 / Chem es = 0.000 in. (no stand-off); t = 0.375 in. I, x ly x t = 4.250 in. x 3.500 in. x 0.375 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, %'= 2,500 psi; h = 12.500 in., Temp. shortllong: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition. B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] d U4Design loads =- Sustained loads 01 Y x Input tlaw antl results must be checketl for conformity wiN the existing conditions and for plausibility' PROFIS Engineering (c) 2W3-2021 HIIti AG, FL -9494 Schaan Hilti is a registered Trademark of Kill AG,Schaan M 12/12/2021 . sfllwr fi rRN 5`te'»m 25 of 37 0 H[Iti PROFIS Engineering 3.0.73 www.hilti.com page: Company: Specifier: Address: Status E -Mail: Phone I Fax: 2021.1006 Residence Date: Design: - Schear 63 Fastening point: Bond Strength** 7,397 11,752 1.1 Design results N/A Forces [Ib] / Moments [i Case Description N = 7,397; V, = 0; Vy = 0: 0; 1 Combination 1 Mx= 0; My = 0; M� = 0; * highest loaded anchor —anchor group (anchors in tension) Nsas = 0; M,,,.s = 0: Mr.s�s = 0; 2 Load case/Resulting anchor forces Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shearforce 1 7,397 0 0 max. concrete compressive strain: F&I max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.00010.000): 7,397 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 12/12/2021 Seismic Max. Util. Anchor no 100 3 Tension load Capacity � N(lb] Utilization YN = 14a,/4 Nn p„ Status Load N,,, [lbl 29 OK Steel Strength* 7'387 26,348 63 OK Bond Strength** 7,397 11,752 N/A N/A Sustained Tension Load Bond Strength* N/A NIA 100 OK Concrete Breakout Failure— 7,397 7,402 * highest loaded anchor —anchor group (anchors in tension) Input tlate antl results mus[ be checketl far mnformq with this existing condwons and for plausibility' PROFIS and ( c) 20032021 Hilli AG, FL -9494 Schaan HUI is a registered Tnidemark of Hilti AG, Schaan 26 of 371 Hilt! PROFS Engineering 3.0.73 Ww .hilti.com Company: Address: Phone I Fax 2021.1006 Residence Design: - Schear Fastening point: 3.1 Steel Strength Nae = ESR value refer to ICC -ES ESR -3187 P Naa > Nua ACI 318-14 Table 17.3.1.1 Variables Aae R [in 2l fma [psi] 0.61 58,000 Calculations Naa [Ib] 35,130 Results Naa [lb] Mast 0 Naa [Ib] Nua [Ib] 35,130 0.750 26,348 7,397 Page: Specifier: E -Mail: Date: Input data and results must be checketl for oOnf-"Ity with the existing wntlitians and for plausibility) PROFIa Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schaan Hilli is a registered Tmdemark of Hilli AG, Schaan 12/12/2021 27 of 37 2 HIM PROFIS Engineering 3.0.73 w .hilti.com Company: Address: Phone I Fax: Design: 2021.1006 - Schear Residence Fastening point: 3.2 Bond Strength Aft Na - (ANao) W ed,Na `V-P.Na Nt. 4• Na > Noa Amb see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) z ANaO — (2 C'Ne) CN. = 10 da Al1100 wed,Na =0.7+0.3(ci") <1.0 Clio ,v .No =MAX(cy_m CN.) <1.0 Oac Oac Nna =�a'Tk,c-n'da'hef Page: Specifier: E -Mail: Date: ACI 318-14 Eq. (17.4.5.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.41b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables da In. hef(in.] ca mm[in.] aovemoaa Tkc[Psi] T kcnncr (Psl] ( 1 1.000 1,325 2,220 1.000 9.591 2.750 co, (in.] X a 21.146 1.000 calculations CN, (In.] ANa [in. 2] A'Nao (In. ] iV etl Na 14.142 477.78 800.00 0.758 JIGF.Na NOW- 1.000 1.000 39,822 Results N (lb] bond No [Ib] Nna [Ib] 18,081 0.650 11,752 7,397 cketl for conformity with the existing contlitiens and for plausibility! Input data and results must be che H11, is a registered Trademark of HOW AG, Schaan PRGFIS Engineering ( c) 2003-2021 H!Iti AG. F1-9494 Schaan 12/12/2021 28 of 37 3 Hilt! PROFIS Engineering 3.0.73 w .hilti.com Company: Address: Phone I Fax: Design: 2021.1006 - Schear Residence Fastening point: 3.3 Concrete Breakout Failure Ne = \A�e) Wed.N Wc.N Wcp.N No N, ANm Neb > N"a ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) W, ANO = 9 har W ed.N-0.7+0.3(1Shn/ X1.0 cJ=m I5h) 1.0 W cP.N —MAX ( c�de , cent / — Nb = Vi ke ]� a e her Variables Page: Specifier: E -Mail: Date: ACI 318-14 Eq. (17.4.2.18) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17A.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) nor [i Ca [in.] W c.N Oec P°.1 1 2^'" 9.591 2.750 1.000 21.146 It. X o fe [psi] 17 1.000 2,500 Calculations z z 41 ed Wep.N Nb [ib] AN, [in. ] ANO [in. 1 25,246 493.03 827.81 0.757 1.000 Results Net, [lb] concrete Nee [Ib] N"a [ib] 11,387 0.650 7,402 7,397 Input data and results must be checked for cenfonpdy with the existing wre"stat and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG. FL -9494 Schaan Kitt is a regisleretl Tmtlemadc of Hilti AG, Schasn 12/12/2021 29 of 374 Hilt! PROMS Engineering 3.0.73 www.hilti.com Page: - 5 Company: P y� Specifer: Address: E -Mail: Phone I Fax: 2021.1006 - Scheer Residence Date: 12/1212021 Design: Fastening point: 4 Shear load Load V,,, [lb] Capacity ili V. [Ib] Utilization ffv = V,,,/`1` V. status Steel Strength* N/A NIA NIA NIA Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A NIA N/A Concrete edge failure in direction *` NIA N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryoul strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilt! adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! ions and for ' I nput data and results must be checked for connarity with the xistinHilti geondit Bred Trademarkollif Hilt AG. Schoen PROAS Engineering (c) 2W&2021 Hill AG, F 30 of 37 5 Hilt[ PROFIS Engineering 3.0.73 www.hilt!.com Company: Address: Phone I Fax: Design: Fastening point: 6 Installation data Profile: no profile 1 2021.1006 - Scheer Residence Hole diameter in the fixture: dr= 1.125 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 1 Hilti HAS Carbon steel threaded rod with Hilt] HIT-HY 200 Safe Set System 6.1 Recommended accessories • Suitable Rotary Hammer • Properly sized drill bit Page: 6 Specifier: E -Mail: 12/12/2021 Date: Anchor type and diameter: HIT-HY 200 + HAS -V-36 (ASTM F1554 Gr.36) 1 Item number: 2198033 HAS -V-36 1'X12" (element) / 2022791 HIT-HY 200-A (adhesive) Maximum installation torque: 1,800 in.lb Hole diameter in the base material: 1.125 in. Hole depth in the base material: 9.591 in. Minimum thickness of the base material: 11.841 in. y Compressed air with required accessories � Dispenser pohding cassette and mixer to blow from the bottom of the hole Torque wren Proper diameter wire brush Coordinates Anchor [in.] Anchor x y c.s ce, aqy c, 1 0.000 0.000 - 2.750 - - X Input data and results must be checked ror conFL-9494 Sahaan Hilt 9conditions plausibility sa registered Trademark or Hilti AG. Schaan PROFIS Engineering (o) 2oo&2021 Hilti AG, 31 of 376 Hilti PROFIS Engineering 3.0.73 www.hitti.com — page Company: Specifier Address: E -Mail: Phone I Fax: Date: 12112/2021 Design: 2021.1006 - Schear Residence Fastening point 7 Remarks; Your Cooperation Duties cts and security information and data accordance wit Hitils technical n the directions and operating, mountiare concern solely the use of ng and uassemblyrinstructions, e based on etc., that he pmust be strictly efore use -specific tests are the relevant with by piroduct. Thll figures contained therein are vere results of the calculations carried out by meansage figures, nof therSoftware are based essentialoly on the data you put in. be conducted prior to sing y YOU. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the , particularly withata to be put in rega d to Moreover, You bear sole responsibility for having the results of the calculation checked and cleared by an expert, p Y 9 compliance with. applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms , the correctness and the relevance of the results or suitability for a specific and permits without any guarantee as to the absence of errors application. • sonable steps to prevent or limit damage caused by the Software. In particular, you must arrange fort e You must take all necessary and rea regular backup of programs and data and, if must that you areit the ble, carry OLpus ng thdates e current and thusup-to-dateversion of Software In each use the AutoUpdate function of the Software, y case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damage ata or programs, arising from a culpable breach of duty by you. Input tlata ana results must be checketl for conformity wiU the existing conditions and for plausibility' PROFIS Engineering(c)2003-2041 Hilg AG. FL -9494 $CM1aaO Hilli is aregistered Trademark of Hilti AG, Scbaan 32 of 37 7 Project 2021.1006 Scheer Residence Address: 1969 Port 0unleigh Or, Newport Beach, CA 92660 Foundation Design 33 of 37 Scheer Residence 2021.1006 Foundation Loading Assumed existing foundation Is slab on grade. Contractor to verify Roof Dead Load = 15 psf Roof Live Load = 20 psf Ceiling Dead Load = 5 psf Ceiling Live Load = 10 psf Floor Dead Load = 25.8 psf Includes partition load Floor Live Load = Wpsf Since Floor Loads are evenly distributed on concrete slab, soil hearing is considered to resist the floor loads directly Soil Souring = 1500 psf assumed per COC H build = 18 ft Soil gearing check: w cone,{ Concrete Weight assumed Normal Weight Concrete Assume 6" concrete slab Dead W.d Siab= 75 psf W fl.Total = 191 psf 500 psf 34 of 37 Scheer Residence 2021.1006 Foundation Design Wall Fooling @ Holddown Imue�aavu a is 1= 13 in Assume B = 18 in H= 12 = 150 in pd Concrete Weightazsumed Normal Weight Concrete I Oeterminesoilim.1mgoma DL ILEI u118 DL, set [LB] I P = 1317 332.50 . 1305 = 3039.49 Ib q, Soil Bearing = 1500 Of A, min = 2.03 ft, = 291.79 In= A, actual = 324 ins 'A, min OK 2.25 ft' 2 Preliminary Design t= 1].08 In Rule of thumb method: 679 in Required Plain concrete footing thickness Footing projection = 0.5'(63.5) = yc = 2500 psi conc fy = 60,000 psi rater db = 0.625 in N4 rebut C = 3 i d = 8.6875 in Pu = 1.20+1.61- = 4201 Ib as = PuJA = 1867.19 Psi Vu= 210116 Mu = 18905 Ib -in One Way Punching Shear 2306016 OK OVc=Old*2.II'..a = >Vu As min = 0.405 in' As req = ams(0.0018bh, As mint = 0.3888 in' Use(2)#5 provA,#5= 0.31 in' As, ided = 0.61 in P= 090 e= = 0.96 in ,r, OMn=OAa%f'7d-2�= 271905.80 Ib -in OR 22.66 kip -ft 'Mu = 1.6 kipdt Scheer Residence 2021.1006 =1,111 ,wb 35 of 37 Foundation Design FPoting @ HDP 1 �_ 'cmuoum..0 L3 32 = 32 in Assume g = 32 in H = 12.5 in woonc = 150 ad Oanorete Weight assumed Normal Weight Concrete 3 cete.mine soil be^rml,-'a- DL, self (Llsl LL(L6) DL(L01 4253 = 9706.11 Ib P = 4342 1111.11 a q, Soil Rearing = 1500 psf A, min = 6.47 ft' - 931.79 in A, actual = 1024 in' >A, min OK 7.11 it, 2 Preliminary Design b = 30.53 in Rule of thumb method: = 13.511n Required Plain concrete footing thickness FPOtiag projection = 0.5`(b-3.5) yc = 2500 psi conc fy = 60,000 psi rebar db = 0.6251n K4 rebar c_ 3 i d = 9.1875 in 33349 Ib Pu = 1.2M3.6L = us = Pu/A = 1877.14 psf Vu = 6674 Ib Mu = 106788 Iola Dna Way Punching Shear rr 65560 Ib OK 0,=¢id"2" A = >Vu As min = 0.76 in' As req max(0.001861h, As min) = 0.721^= Use(3)as A, 9S= 0.31 in' As, provided = 0.92 in Q = 0.90 e== 0.81 in s.l'te d —� = 436446.46 Ib -in OK mMn=OA:/r"� —2 36.37 WP -ft >Mu = 8.9 MP -ft 36 of 37 Schear Residence 2021.1006 Foundation Design Footing @ HDR 2 F.mPeaa.n MTM T1,11, L = 24 In Assume B = 24 H= 12 iin n wconc = 150 pcf Concrete Weight assumed Normal Weight Concrete 3 Determinesoilbe-nPildreo I.I. ReI OL[Is] 04 self ILB) y 2714 600.00 + 2415 = 5729.00 Ib q, Soil Bearing = 1500 psf A, min = 3.82 it, = 549.98 In A, actual = 576 in' >A, min OK 4.00 ft, 2 PreliminaryDesign b = 23.45 in Rule of thumb method: 9.98 in Required Plain concrete footing thickness Footing Projection = 0.5-(b-3.5) _ fc = 2500 11 cora fy = 60,000 psi rebar db = 0.625 in K4 rebar c= 3 i d = 8.6875 In Pu = 1.2Dt1.6L = 7841 Ib qs = Pu/A = 1960.20 Psf Vu = 3920 111 Mu = 47045 Ib -in One Way Punching Shear 37440160K Ae min = 0.54 In' As req = max(0.0018bh, As min) = 0.5184 in' Use(3)#5 A,#5 = 0.31 int As, provided = 0.92 in' = 0.90 a—-= 1.08 in mMn=OA.IY'�d—z�= 404868.89 Ib -In OK 33.74 MP -ft >Mu = 3.9 kip -ft Scheer Residence 2021.1006 nnvn 37 of 37 � n W n CflN m na O m a v.o rn (D rn � n 0 N 3o mr a N El < H A .=e' j m 1 t N r A N N c Q c .fir 3 N Q .0 d �; tic m 3 � Gi `G F d m o N a ' c o' n 30 60' o .�• 4 'O N S m �1 mm 3 m 3 w A Cl A ' m m n N�^ m2 oo' O •�• e " n � O ,3, a�' � � W N o p•' z n m = 3 3 A< N O O a q !I.� � o o -0 @ 2 m � of o m m CL oZ v1 7 .mi O a w? m o o.� 'm ie fR n ^Q' a C co Oon' 0 N3 Jo oe r"` l0 Q Y `G 030 m G H O. 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