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Plan 1600 Calculations (2018 IBC)
19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Structural Calculations For Century Communities Cantergrove Plan 1600 June 25, 2021 Prepared by Ryan Hartman 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING STRUCTURAL CALCULATIONS SHEET INDEX Century Communities Cantergrove Item Page # Criteria Design Criteria .............................................................................................................. C1.1 Gravity Roof Framing Key Plans ....................................................................................................... R1.1 Beams ............................................................................................................ R2.1 Upper Floor Framing Key Plans ....................................................................................................... U1.1 Beams ............................................................................................................ U2.1 Main Floor Framing Key Plans .................................................................................................... MF1.1 Beams ......................................................................................................... MF2.1 Lateral Forces Criteria ............................................................................................................ L1.1 Building Geometry ......................................................................................... L1.2 Seismic Parameters ...................................................................................... L1.3 Wind Lateral Loads ........................................................................................ L1.4 Vertical Distribution of Lateral Forces ........................................................... L1.5 Shear Walls/Diaphragms Roof Diaphragm Forces ................................................................................ L2.1 Upper Floor Diaphragm Forces .................................................................... L2.2 Upper & Main Floor Shear Wall Forces........................................................ L2.3 Shear Wall Analysis ....................................................................................... L2.4 Shear Wall/Diaphragm Capacities Allowable Diaphragm Stresses ..................................................................... L3.1 Allowable Shear Wall Stresses ..................................................................... L3.3 Shear Wall Schedule ..................................................................................... L3.5 Miscellaneous Stud Wall Design......................................................................................................... M1.1 Post Design ................................................................................................................. M1.3 Footing Design ............................................................................................................ M2.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Criteria 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Century Communities Project Number:Cantergrove Code:IBC 2018 Risk Category II Earthquake:Site Class D Ie =1.00 R = 6.5 SS =1.372 W0 =3.0 S1 =0.500 Cd =4.0 r =1.00 Wind:Basic Design Wind Speed, V 110 MPH Exposure B Topographic Factor KZT =1.00 Soil Bearing:2000-psf Allowable Soil Bearing Pressure Concrete:2500-psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails:Sheathing 8d common (2½" x 0.131") Framing 12d box (3¼" x 0.131") Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.2 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 21 psf Use Snow Load 25 psf Attic (where accessible)10 psf Dead Load Roofing - Composition Shingles 2.0 psf Sheathing - 7/16 OSB 2.2 psf Framing - Trusses @ 24"oc 2.5 psf Insulation - Batt.1.0 psf Ceiling - 5/8 GWB 2.8 psf Misc.1.5 psf Total 12 psf Deflection L/360 Live Load, L/240 Total Load Floor Framing: Live Load Residential 40 psf Decks 60 psf Dead Load Finish Floor - Carpet/Vinyl 2.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing - Trusses @ 24"oc 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc.2.0 psf Total 12 psf Deflection L/480 Live Load, L/240 Total Load Wall Framing: Dead Load Exterior 2x Stud Walls 10 psf Interior 2x Stud Walls 8 psf Date: 6/25/2021 Page: C1.1 6/24/2021 U.S. Seismic Design Maps OSHPD Century m Cantergrove Latitude, Longitude: 47.02995, =122.77268 �' Un1on Mips Rd SE Union Mills Rd SE Tres,Inc. Trench... a Services, Inc. -Trench... y 18th Ln SE 18th Ln SE Laurel Oaks © f Retirement Communit Lakeview Village Q Y h� m m m 5 0 n t 9 20th Ln SE m Google m 20th Ave SE Map data 02021 Dab 81242021.204:58 PM Design Coale Reference Document ASCE/ 16 Risk Category 11 Site Class D - Stiff Soil Type value._ _. _ - _ Description SS 1.372 MCER ground motion. (fpr 02 second period) St 0.5 MCER ground motion. (for 1.Os period) SMS 1.372 Site -modified spectral acceleration value sun null See Sodden 11.4.8 Sitermodified sPSCnl acceleration value SOS 0.915 Numeric seismic design value at 0.2 Seconal SA Sot null Sae Section 11 AS Numeric seismic design value at 1.0 Second SA Type was _ _ _ Conscription — SDC null see Section 11.4.8 Seismic design category Fe 1 Site amplification factor at 0.2 second Fv null See Sedan 11 AB Site amplification factor at 1.0 second PGA 0.582 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.641 Site modified peak grountl acceleadl Tc 16 Lang -period tansidon Sandal in seconds SSRI 1.372 Probabilistic risk-faigeted ground motion. (0.2 second) SsUH 1.517 Factored unfforrm4lazad (2% probability of exceedance in 50 years) Spectral acceleration Sao 1.5 Factored deterministic acceleration value. (0.2 second) 51 RT 0.5 Probabilistic risk4aigeted ground motion. (1.0 second) S1UH 0.563 Factored unfbrm h and (2%probability of exceedance in 50 years) spectral acceleration. SID 0.898 Factored determimstc accelerated value (1.0 second) PGAd 0.582 Factored deterministc acceleration value. (Peak Ground Acceleration) CRs 0.805 Mapped value of the risk coefficient at short periods Can 0.888 Mapped value ofthe risk coefficient at a period of 1 a httpa.1/soismicmaps.ofg 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Roof Framing 12.1.1 i� i ■ x 12.1.1 BTL ENUINEEKINLT RB-ol •M= 1.�-� k.ft V= a.003 k L/360 = a►" (LL) L/240 = 3 �.. (TL) EIreq'd = j j X1061b.in2 `1ywb ID ML M= � 7 k.ft V= 1.0,4K L/240 = ('TL) EIreq'd - S x1061b.in2 `9 Al Project: C,99 T Ue-1, Project Number: j b d 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �S a o7 ptr Rbo F — -� )2 T'RIMh$iY. Poor rpm MINIM f lax STUD GROUP r a2x STUD GROUP STUD GROUP STUD 61ROUP T MPR H6R OTHM PDST� �OOTEFk4 �T POOTIFib b.W PoucEr Twmt4m ; { )]x STUD GROUP ruw ( )2x FF STUD 6ROUP STUD GROUP STUD 61ROUP FIfsR H&R BY 7R1JS5 HM OTHM PDST� �OOTEFk4 ! r � l +b) 37 = `07 pt�F # 0 # TCpuV5 Client: t )�! POCKET — Imm?'M POCKET TRI STUD GROUP STUD 61ROUP � FI6R FLl19H BCFH Hfa!¢ BY TnAY35 MFiR HF{S�Rt TRU59 MM �Ah1 FI61e .POST r,3eYMM n,*_ TCpuV5 Client: t )�! POCKET — Imm?'M r lxx 571"GROUP r }2x STUD 69 -OUP � FI6R FLl19H BCFH Hfa!¢ BY TnAY35 MFiR POST_ 7. Designed By: 0 P Date: Scale: Page: R2.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Upper Floor Framing Uf•(l - Flayn �'�JI+ur1J� �"v� PLA uI•I lltc? BTL ENGINEERING UB- 01 M= S k.ft V= .hSK L/uqo = .6%" (LL) L/240 = A" (TL) Elreq'd = $ x1061b.1n2 Nx(b M = I . �'i k.ft V= I.gd'K Al� L/240 = .16 if (TL) EIreq'd = � 7 x1061b.in2 x 0" 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 •� . sig.;' :�,. INN. - LI 3 PPCP— # 1 go # Project: LeNTal; LANTKbP\fE Project Number: 1 i a 0 Client: 3 as, Designed By: OY Date: 1 / 1 h Scale: Page: U2.1 INN. - Project: LeNTal; LANTKbP\fE Project Number: 1 i a 0 Client: 3 as, Designed By: OY Date: 1 / 1 h Scale: Page: U2.1 M= q,35 k.ft V= (0.44 k 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 A, . (S7 X 1ti�it�2z� t [�ofi5jz��31Lk ti� s LU�,I. Y -Y Wy ks)x 11A 10,511R)4-bc)+o-7,'AM z+2�3<z'I,a) IV' (LL) L/240 = > > " (TL) EI,eq'd = ?�'—� xlO'lb.in� S�12Xq�>.g U15- U I 1 M = k.ft V= (LL) L/240 = (TL) EIieq'd = x lb.in2 Project: C,C�Rz NTV(C (,R n1ib(zdvL Project Number. 16 0 D Client: II�i�=:11•x'" :�.l.u.:!!•.:`: U15- U I 1 M = k.ft V= (LL) L/240 = (TL) EIieq'd = x lb.in2 Project: C,C�Rz NTV(C (,R n1ib(zdvL Project Number. 16 0 D Client: ft Designed By: Q �? Date: L1011 Scale: Page: U2.a .• a ft Designed By: Q �? Date: L1011 Scale: Page: U2.a BTL 19011 Wood-Sno Road Suite 100 Woodinville, WAA 9 98072-4436 Project: U N'TU J' (AN fWU 2 4 4 Designed By: 0 kV Date: �yl 1 g/ lq Project Number: I w Client: Scale: Page: U2.3 BTL ]ENGINEERING UB- o-7 M= k.ft v= 7K L/�90 = 4I., (LL) L/240 (TL) E1,eq'd = 0-71 x10"Ib.ir? M= b 7a k.ft V= ii L/,4'Clj =_ �� (LL) L/240=- 1''0/' (TL) Elrcq'd xlO'lb.M-' I's -IL X wil-L a L15 1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 (iW) -3.7 i 11.37 r 3-7OL-F L, F 0 Ppe X310 # 16. t / E I V BM.- 16. t / Project LE 101 6AI,4MP- tv R -OT, I Project Number: 1600 Client: Designed By: 0 Y Date: - Scale: Page: U2.4 I V BM.- Project LE 101 6AI,4MP- tv R -OT, I Project Number: 1600 Client: Designed By: 0 Y Date: - Scale: Page: U2.4 BTL ENGINEERING UB- 09 M= ,,�-9 k.ft `%= 1.7b K L/240 E137lreq'd = �Ylo (LL) (TL) X1061b.in2 UB - M — k.ft V= L/ _ L/240 = Elreq'd = (LL) (TL) X106lb.in2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 i I�bo # 1766 # Proiect: (,e NTu K q C NgTtq URo v Project Number: 1 400 Client: 7,5/ a {,yll:!;[: �`• r,..�U-•il AJC Proiect: (,e NTu K q C NgTtq URo v Project Number: 1 400 Client: 7,5/ Designed By: D K P Scale: Date: 2'JI 9111 Page: U2. 5 a� Designed By: D K P Scale: Date: 2'JI 9111 Page: U2. 5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Main Floor Framing 0 I(OG 3 5� mklw Pt'AV hrri•I --------------------------------------------------------- -T --;�-�,------------�--a �.--- ----- I; Y I I I I I I I I I L-------------------------- L_J _ -f- - - - - --------- -----i V-00#4 i+ • >Gv1 btaf+l me Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)503 @ 14' 8 1/2"1406 (1.50")Passed (36%)--1.0 D + 1.0 L (All Spans) Shear (lbs)449 @ 13' 11 1/4"1665 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1822 @ 7' 5 1/2"2029 Passed (90%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.335 @ 7' 5 1/2"0.363 Passed (L/519)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.436 @ 7' 5 1/2"0.725 Passed (L/399)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: 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 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. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Beam - DF 3.50"2.25"1.50"119 398 517 1 1/4" Rim Board 2 - Hanger on 9 1/4" HF ledgerOnMasonry 3.50"Hanger¹1.50"121 402 523 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 8" o/c Bottom Edge (Lu)14' 7" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS28 1.75"N/A 6-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 15'16"12.0 40.0 Main 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 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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, MJ-01 1 piece(s) 2 x 10 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 6/25/2021 5:09:05 PM UTC Ryan Hartman BTL Engineering (425) 814-8448 ryan.hartman@btleng.net ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Plan 1600 Page 1 / 1MF2.1 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)649 @ 10' 10 1/4"2126 (3.50")Passed (31%)--1.0 D + 1.0 L (All Spans) Shear (lbs)335 @ 9' 11 1/4"1665 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)863 @ 5' 2 3/8"2029 Passed (43%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.097 @ 5' 6 3/8"0.266 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.108 @ 5' 4 13/16"0.532 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Beam - DF 3.50"2.25"1.50"65 295/-1 -5 360/-6 1 1/4" Rim Board 2 - Plate on concrete - HF 3.50"3.50"1.50"271 378 38 687 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 5" o/c Bottom Edge (Lu)12' 5" o/c Dead Floor Live Snow Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 6"16"12.0 40.0 -Main 2 - Point (PLF)12' 6"16"90.0 --Wall 3 - Point (PLF)12' 6"16"12.0 -25.0 Low Roof 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 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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, MJ-02 1 piece(s) 2 x 10 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 6/25/2021 5:09:08 PM UTC Ryan Hartman BTL Engineering (425) 814-8448 ryan.hartman@btleng.net ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Plan 1600 Page 1 / 1MF2.2 BTL 19011 Wood-Sno Road A 9 Suite 100 Woodinville, WA 9801 A OA A6 A1C OSA OAAO Project: (-,E gTV 0 . Ct,� N tl(4 &r2° VL Designed By: D 0 Date: L i t / M _ Project Number: I �' Client: Scale: Page: MF2.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Forces TI 19011 Woono Reed NE,2 100 L i■ L Wood inc�e, WA 9807072-4436 — Phoae: 425-814-8448 E NGI NEERIN G Fav 425-821-2120 Century Communities Revision Date: 1111/2021 Plan 1600 Criteria Code: 20181K Allowable Stress Design (ASD) Seismic Design: ASCE 7-16: 12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-16: Ch. 28 Envelope Procedure, Low Rise Risk Category: 111 -other Structures Table 1 5-1 Snow Importance Factor Is = 1.00 Table 1.62 Ice Importance Factor - Thickness lI = 1.00 Table 1.54 Ice Importance Factor- Wind IW = 1.00 Table 1.5-2 Seismic Importance Factor to = 1.00 Table 1.62 Spectral Response, Short Period Ss = 1.372 (Mapped) Spectral Response, 1-s Period SL = 0.500 (Mapped) SRe Class based on Geotechnigl Report _ Site Class: D . Table 20.34 Site Coefficient Fa = 1.03 Table 11.4-1 Site Coefficient Fv = 1.80 Table 11.4-2 Structural Systems: Light framed walls with shear panels All other struaurel systems TE = 6 (Figs. 2244 thru 2247) Response Modification Coefficient R = 6.5 Table 12.24 Overstrength Factor Cla = 3 Table 12.24 Deflection Amplification Factor Ca = 4 Table 12.24 Basic Wind Speed: 110mph Exposure to Wind: Exposure Section 26.7.3 Topographical Factor Ill 1.00 Date: 6/24/2021 Page: ILIA TL 19011 Wood_3no Road NE, $Lite 100 Woodinville, WA 980724436 — Phone: 425-814-8448 ENGINEERING Fax: 425-621-2120 Century Communities Revision Date: 1/11/2021 Plan 1600 Roof Roof Geometry Roof Area 1 Mean Roof Height Hn= 24 It Roof Depth D -Roof = 8 ft Overhang Length 6 pelf 24 in Pitch 4:12 Floor 2 0 S Geometry Exterior Wall 1 Width W2= 45 ft Length L2= 25ft Plate Height H2= Bft Floor Depth D2 = 18 in Floor 1 Floor 2 Geometry Interior Wall Width AM = 45 ft Length Ll = 25 ft Plate Height Hi = 9 ft Floor Depth D1 = 12 in Seismic Weight - Roof Roof Sloped Roof Area Roof Area 1 1130 SF 12 pelf 180 SF 13,560# Roof Area 2 280 SF 6 pelf 116800 Roof Area 3 GablelParapetArea 0 S Wall Area Exterior Wall 1 140 LF 4 ft 10 psf 5,600# Exterior Wall 2 Gable/ParapetArea OSF Wall Area Exterior Wall 3 ElW Projected Area - Floor 2 Sloped Roof Area Interior Wall 75 LF 4 It 8 psf 2,400# 250 SF Total 23224W Seismic Weight - Floor 2 Roof Area 1 115 SF 12 psf 11380# Floor Area 1 1100 SF 12 psf 13,200# Floor Area 2 Floor Area 3 Extedor Wall 1 140 LF 4 ft 10 psf 5,600# Exterior Wall 2 145 LF 4.5 ft 10 psf 61525# Exterior Wall 3 Interior Walll 75 LF 4 ft 8 psf 21400# Interior WalI2 50 LF 4.5 ft 8 pelf 1,800# Total 301905# NIS Projected Area - Roof Sloped Roof Area 0 SF Gable/ParapetArea 180 SF Wall Area 180 SF EW Projected Area - Roof Sloped Roof Area 200 SF GablelParapetArea 0 S Wall Area 100 SF NIS Projected Area - Floor 2 Sloped Roof Area 10 SF Gable/ParapetArea OSF Wall Area 450 SF ElW Projected Area - Floor 2 Sloped Roof Area 10 SF Gable/Parapet Area 0 SF Wall Area 250 SF Date: 6/24/2021 Page: L1.2 TIL19011 Woo no 11.oed NE, Suite 100 Woodinville, WA 98072-4436 — Phone: 425-8148448 E NGI NEERiN G Fu: 425-821-2120 Century Communities Revision Date: 1/11/2021 Plan 1600 Redundancy, p 1.o . (Section 12.3.4) Design Base Shear Sms = FeSs (Eq. 11.41) SMs = FvSt (Eq. 11.4-2) = 1.41 = 0.90 SDs = %Sus (Eq. 11.43) Sot = %Sul (Eq. 11.44) = 0.94 = 0.60 Seismic Design Category: Structure Period and Weight: Short Period — D 1 -Second Period — D Cr = 0.020 Table 12.&2 x = 0.75 Building Height (Mean Rool), h„ = 24 ft Approximate Fundamental Period, Te = Ct (h„)x (Eq. 12.8w7) T=Te=0.22 T, = 6 (Figs. 22-14 thru 2247) Calculated design base shear: V= C, W (Eq. 12.8-1) SDS (R\ (Eq. 12.8-2) lte Cs = 0.14 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.81) for T T C, = SDI SD\ T%R\ for Cs= T 11/1/TL\ TL R/ 11e 1e Cs=0.43 C,=11.78 Cs=0.43 T5 TL Cs = 0.64 1.5 times Cs in accordance with 11.4.8 The total design base shear shall not be less than: C, = 0.044SDs le z 0.01 (Eq. 12.85) Cs = 0.04 nor where S t z 0.6g: C, = 0.5S,/(R/le) (Eq. 12.85) Cs = 0.00 C, = 0.14 V= 0.14W Date: 6/24/2021 Page: L1.3 fel 19011 Woo Road NE, Suite 100 LTL =romeeel och Woodionville, WA 981 — P�(Iosn pw�(w ti Phone: 425-8148448 ENGINEERING A.24 FKa: 425-821-2120 Century Communities 261 261 626 Revision Dale: 1/11/2021 Plan 1600 M Agabm 24 01 261 2611 us 0 284 i=A Ku Pau (28.5-1) Exposure= B 17,4 A=1.00 (Fig. 28.5.1) Mean Roof Hl hn(ft)= 24 ft IN Kn = 1.00 (Section 26.8) a (roof) = 3.0 It 17A Vas 1625 a (upper/main Poor) = 3.0 ft ciswe 5 17A Basic Wind Speed= 110 mph 2TW 1626 one Roof Angle= 19 300 reef Load 1046 1167 fel rea In =romeeel Zone Area P�(Iosn pw�(w ti ala , s A.24 0 231 261 261 626 376 384 M Agabm 24 01 261 2611 us 0 284 230 e 76 17A 17,4 174 1319 792 1216 IN cAsin IN 17,4 174 17A Vas 1625 24W 14N ciswe 5 17A 17A 17A 2TW 1626 one 14M TM Area_ 300 reef Load 1046 1167 3200 Iwo TOWAmam NO Toni WN 4301 57W sees in�ii "M 4001 soiw lel ASDAMeNj w.. 601 me F=eln art Poesil 0 26.1 MA 2111 INS w 960 576 Av.wa e CoMI NO 174 17.4 17A MID 4362 624D 37" Cpebb 0 17.4 TMM 7vaa= 460 Total Loot= 8336 2895 7380 4360 ii MMS 215 fel Date: 6/24/2021 Page: LIA rea In =romeeel Apabb 0 251 211 261 0 B 4e m7l Do 00 a 0 384 230 c%rall 76 17A 17,4 174 1319 792 1216 IN Ciiiii 0 17A 174 174 0 152 40 so ou 0 D 1216 730 TM Area_ 300 reef Load 1046 1167 3200 Iwo �lal soiw lel ASDAMeNj 2 Aeval 56 26'1 25 1 26,1 tees &A We N3 Agabb Cveel 195 17A 17A 17A 33n 20Q5 3112 1917 ToteArea= 260 Toesi 4625 2895 40130 2W ii MMS 215 Date: 6/24/2021 Page: LIA �7-1 TI 19011 Wood dno Road A 9 Suite 100 iKJ� i■ L Woodinville, WA 98072-0436 - Phone: 425-8148448 E NG1lYEERIN G Fax: 425-821-2120 Century Communities Revision Date: 1/11/2021 Plan 1600 Vertical Distribution of Lateral Forces Base Shear: V= 7.81 kips Shear Walls: F, = C,,,, V (Eq. 12.8-11) Diaphragms: Fpx = I F/j wtI (wpx) ._(Eq. 12.10 - 1] \ = I=x ) C,.x = w hx (Eq. 12.8-12) FI=1 wi ht Fpx = 0.2Soslawpx ... [Eq. 12.10 - 2] (min) Fpx = 0.4SDsI wpx ... [Eq.12.10 - 3] (max) Totals W = 54.15 Stren gth Design Seismic Forces E Lateral Ewxhx = Lateral LateralPortion ft -Kips Force of Diaphragm Story Shear Height, Story NIS, FHx Force, Story Shear, Story Weight st i, Force, Floor Level hx Weight, wx wxhx Fx EFx Moment iw; Fpx (from base) (ft) (Kips) (R -Kips) Kos) (Kips) (ft -Kips) (KIPS) (Kips) Roof 22.5 23.24 523 4.82 4.82 58 23 4.82 Floor 2 10.5 30.91 325 2.99 7.81 140 54 5.80 Totals W = 54.15 Kips Lateral Ewxhx = Lateral 847 ft -Kips Diaphragm ASD Seismic, Wind NIS Wind F W 10.7E] [0.6Wj [o.6Wj (kips (kips) (kips) Roof38 4.00 1.92 Floor2 06 5.00 2.90 u5F 2J1$ DEy w JRwa,� 3.bo Io Shear Walls ASD Seismic, WhKI N/S Wind ENV [0.7E] 10 6W] (UM (kips)(kips) (kips) Floor2 .38 4.00 1.92 Floor 1 .09 5.00 2.90 WE wis D"T w vw�e� 3•bo 7;? a Date: 6/24/2021 Page: L1.5 Strength Design Wind Forces W Lateral Lateral Force Story Shear Force Story Shear Floor Level N/S, Hx NIS, FHx ENO, Fix EIW, EHx (Tom base) (KIPS) (Kips) Nps) (Kips) Roof 6.67 6.67 3.20 3.20 Floor 8.34 15.01 4.83 8.03 Diaphragm ASD Seismic, Wind NIS Wind F W 10.7E] [0.6Wj [o.6Wj (kips (kips) (kips) Roof38 4.00 1.92 Floor2 06 5.00 2.90 u5F 2J1$ DEy w JRwa,� 3.bo Io Shear Walls ASD Seismic, WhKI N/S Wind ENV [0.7E] 10 6W] (UM (kips)(kips) (kips) Floor2 .38 4.00 1.92 Floor 1 .09 5.00 2.90 WE wis D"T w vw�e� 3•bo 7;? a Date: 6/24/2021 Page: L1.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Shear Walls/Diaphragms BTL ENGINEERING Diaphragm Forces: Roof W = JOVO k� E= 3boo w=Iq�o ! ' 96° �vll rL� I WO W a �fl �wl a�douo ® (L 00)'t Project: bL NN ('(: CA Nib R- 6 P-OVC' 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Designed By: 0 C P Project Number: — 1 bqo Client: Scale: Date: � 01 C� hq Page: L2.1 BTL ENGINEERING Diaphragm Forces: Upper Floor E _ 93V W = k�oUO 1 E=4330 � W-ag06J�, 7070 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 a 0.. N � (w)109,3/t _Ik 1 %11 ✓ —Za C0pirJu 11 vNS _ (1643�, 'l`1\ 115 �.tr ;"7 TO �;vim 5�sy. �dY z\ VOL, �ST�,�r rad EG i a 3 ToW0Alt co..yv[RTo•� (1053_ 3 ac �. . 1'Z� A alb 5 � = 4� pt,;= ✓ � l �5, j SSiv e �,3S,albS� �6 pt,F 6S!o'e (65'�a16{i 67 P�- a► Project: G E W &-4 . LpVTtZ 6(? -O\(9 Designed By:� 2 Date: W (0 1 Project Number: j b U 0 Client: Scale: Page: L2.). 71 Iy.�J II I I ■ 7070 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 a 0.. N � (w)109,3/t _Ik 1 %11 ✓ —Za C0pirJu 11 vNS _ (1643�, 'l`1\ 115 �.tr ;"7 TO �;vim 5�sy. �dY z\ VOL, �ST�,�r rad EG i a 3 ToW0Alt co..yv[RTo•� (1053_ 3 ac �. . 1'Z� A alb 5 � = 4� pt,;= ✓ � l �5, j SSiv e �,3S,albS� �6 pt,F 6S!o'e (65'�a16{i 67 P�- a► Project: G E W &-4 . LpVTtZ 6(? -O\(9 Designed By:� 2 Date: W (0 1 Project Number: j b U 0 Client: Scale: Page: L2.). 71 Iy.�J BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Forces Upper Floor E = 3600 0 W; ti�pvu ?boo W � - q b o 1� Main Floor W =Suva if E=�1 ;t i'• r IS up i E,a3s�.t �,iils 9 W;3aSo�F W;a�0�t VO�t Project: Project Number CA (, O Q vr- I b O 0 Client: Designed By: D k P Scale:_ Date: Page: L2.3 BTL ENGINEERING Shear Wall Line 0 E— 10'00 i� W= �t7Go 1 , (461o.- 2 qvo It W H a 00 0 0 w i 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 (E) Iq,vv/ ��, 6 i 5° PL� ,7 0-� LN.k4 0-V1 (vv) �uoolla 167 0 L,F :loco �� pvi-b t0' 2qa�( No J�aFv E= b,-3 bO W W=3�5o k� E~ a �1 w 0 0 w s~ M b J `3M0" ,r r �1 160 9 - uP4z�r- 350 cl>b�q`xS'• Il`7o ��- �3°nlz N�- Ul��tvt T Project: &eNT'" *, GAWrrR69aVL- Designed By: DO Date: 9'110,M Project Number: 1160 Client: Scale: Page: L2. BTL ENGINEERING 19011 Wood-Sno Road NF., Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Line C� E_ W= a 0 0 r� CL W=asuo 1a65n H PLA a a as00/ia.S� �o PAF P�-G 9 : mu e o , 3ao No UNIIT'i Ib� CNb cS1iAGrsMtrr Uw7�xo-fi :. a5oo ° + d� .� Project: U NTvaX -. GAW j C � qP-a&- Project Number: � `-0 b Client: Designed By: D k P Date: IwI9011 Scale: Page: L2. BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Lin E= 1 q00 Vt W= Y00O if 60 - l � W 31de n. �4 0 0 13`1 PAF l(w) �-pu°l ; 1 Sq Pl-F u 061 VI/ h --&,k F UP�t -woo v6x LIS-- IGv6 NO X14 E= a I A wf W=3" b E~ a J Q r LES UP LIT 3S8 757 (w� uP�tiFT', 3aso -I. -- 5A7 ' (w) 3 50/ 5.75 = 5 5 eur 5.75 S j 1') D 1zl Ed Project: 11IVIV?"( " (,ANTIF pl- & k 0 V6 Project Number: 1 �" Client: Designed By: b 0 Date: Scale: Page: L'2.6 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Line {�1 E_ I $° O d — 9 6a � r o, - 1 � T15ld Date: 11'/1209 Project Number: I b 0 0 Client: Scale: Page: L2.7 G� i-I 0 0 - J (woboO`- as Q�f 31a4J — J00UJ- . "� Nu UPCOV'r E= W= ag10 -1 700 1� a 0 0 TEDC,`: 1 12- Z�cx�l� � 'pr Project— (LKITM- i • CAWTU- &NOV15 Designed By: Date: 11'/1209 Project Number: I b 0 0 Client: Scale: Page: L2.7 BTL ENGINEERING Shear Wall Line E= 1 `�° (ra•" 7006 4 W=qbe so 54 Z 31'S� J 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �E� IrbOv%265`=lO$ 1"� L7 L 206v 3(� PcF UP ,r-_' I�Oo 131,5 ��1 6 Iz N O 11p E=aa�5 C; h1 iii 1 o i� V �1�6� b0 w ; 0 rM A. • V 1 X3'1 rr— ,4 b 57 L3 � ll�il r1371i� �fJ�ilr � rM A. • V 1 X3'1 rr— ,4 b 57 L3 PLQ L2,ShtF At11r/ 13.16 = t' 4` � UOfsw7 CGFkRGT;): 2ZZ P�piR (�� : bTo 4 1 d`110� 13 16 = '1�3 (ALF I Z47 111T6v,t'�`lLl, '.11�y �lym��x = 07�!%i:? Project: %G Project Number: — RV,: G(7p.0vt,' I boa Client: - Designed By: �L P Scale: "01y Date: j l4i a d Page: L2. $ 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Shear Wall/Diaphragm Capacities 2018 IBC/SDPWS 2015 – Diaphragms (8d Nailing) 1. Reduction Factor = 2 2. G = 0.42 (SPF or Hem Fir)… Adjustment Factor = [1-(0.5-0.42)] = 0.92 or 0.5 (I-Joists or Douglas Fir)… Adjustment Factor = 1.0 Diaphragm Sheathing Thickness Nail Spacing Edge/Intermediate Blocked Framing Seismic Capacity (Case 1/Other) Wind Capacity (Case 1/Other) Roof – Unblocked 7/16” 6”/12” oc N 2x (SPF/HF) 212-plf/156-plf 297-plf/219-plf Roof – Blocked 7/16” 4”/12” oc Y 2x (SPF/HF) 313-plf 437-plf Floor – Unblocked 3/4“ 6”/12” oc N 2x (DF) or 3x (HF) 240-plf/180-plf 335-plf/252-plf Floor – Blocked 3/4“ 4”/12” oc, Y 2x (DF) or 3x (HF) 360-plf 505-plf L3.1 2018 IBC/SDPWS 2015 – Shear Wall Schedule 7/16”OSB; 0.131”ϕ Nails; SPF or HF Studs @ 16”oc 1. Reduction Factor = 2 2. 16”oc studs – use values for 15/32 3. G = 0.42 (SPF or Hem Fir)… Adjustment Factor = [1-(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) Sides Nail Spacing Edge/Intermediate Framing Sill Plate Seismic Capacity h/bs = 2 Seismic Capacity h/bs = 3.5 Wind Capacity h/bs = 2 Wind Capacity h/bs = 3.5 P1-6 Y 1 6”/12” oc 2x 2x 240-plf 194-plf 335-plf 272-plf P1-4 Y 1 4”/12” oc 2x 2x 350-plf 284-plf 490-plf 398-plf P1-3 Y 1 3”/12” oc 2-2x 2x 450-plf 366-plf 630-plf 512-plf P1-2 Y 1 2”12” oc 2-2x 2x 590-plf 478-plf 820-plf 669-plf P2-4 Y 2 4”/12” oc, ea.side 2-2x 3x 700-plf 568-plf 980-plf 796-plf P2-3 Y 2 3”/12” oc, ea. side 2-2x 3x 900-plf 733-plf 1260-plf 1024-plf P2-2 Y 2 2”/12” oc, ea. side 2-2x 3x 1180-plf 957-plf 1640-plf 1338-plf L3.2 2018 IBC/NDS 2015 – Shear Wall Framing Clips 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross-grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 3/8" wood structural panel sheathing with 0.131" x 1 1/2" nails and achieve 0.72 of the listed load, or over 1/2" sheathing and achieve 0.64 of the listed load. 0.131" x 2 1/2" nails will achieve 100% load. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5. The LTP5 may be installed over wood structural panel sheathing up to 1/2" thick using 0.131" x 1 1/2" nails with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. Fasteners: Nail dimensions in the table are diameter by length. SD screws are Simpson Strong-Tie® Strong-Drive® screws. PH612I is a pan-head #6 x 1/2" screw available from Simpson Strong-Tie. For additional information, see Fastener Types and Sizes Specified for Simpson Strong-Tie Connectors. Wall Type Capacity A35 Capacity A35 Spacing LTP4 Capacity LTP4 Spacing P1-6U 144-plf (E) 560# 44” oc 540# 44” oc P1-6 240-plf (E) 560# 27” oc 540# 27” oc P1-4 350-plf (E) 560# 18” oc 540# 18” oc P1-3 450-plf (E) 560# 14” oc 540# 14” oc P1-2 820-plf (W) 560# 7½” oc 540# 7½” oc P2-4 700-plf (E) 560# 9” oc 540# LTP5 18” oc + A35 18” oc P2-3 900-plf (E) 560# 7” oc 540# LTP5 14” oc + A35 14” oc P2-2 1640-plf (W) 560# 2 rows 8” oc 540# LTP5 8” oc + A35 8” oc L3.3 2018 IBC/NDS 2018 – Shear Wall Bolts Wall Type Capacity Sill Plate Single 5/8”ɸ Bolt Capacity 5/8”ɸ Anchor Bolt Spacing MASAP Anchor Capacity MASAP Anchor Spacing P1-6U 144-plf (E) 2x 1376# 60” oc 1060# 60” oc P1-6 240-plf (E) 2x 1376# 60” oc 1060# 52” oc P1-4 350-plf (E) 2x 1376# 46” oc 1060# 36” oc P1-3 450-plf (E) 2x 1376# 36” oc 1060# 28” oc P1-2 820-plf (W) 2x 1376# 20” oc 1250# 18” oc P2-4 700-plf (E) 3x 1712# 28” oc 875# 15” oc P2-3 900-plf (E) 3x 1712# 22” oc 875# 11” oc P2-2 1640-plf (W) 3x 1712# 12” oc 1005# 7” oc L3.4 SHEAR WALL SCHEDULE(IN ACCORDANCE w/ ANSI/AF&PA SDPWS-2015 SECTION 4.3)Updated 1/20/2021WALLTYPESHEATHINGPANELEDGENAILING‚MINIMUM WIDTH OF NAILEDFACE OF FRAMING @ADJOINING PANEL EDGESƒMUDSILLPLATEFACE NAILING„FRAMING CLIPS…ANCHORAGE TO CONCRETE†SEISMICCAPACITY-h/b = 2h/b = 3.5WINDCAPACITY-h/b = 2h/b = 3.5SINGLEMEMBERBUILT-UPMEMBERANCHOR BOLTSMUDSILL ANCHORSP1-61 SIDE6" oc2x2x2x6" ocA35 @ 27" ocorLTP4 @ 27" oc58"Ø @ 60" ocMASAP @ 52" oc240-plf194-plf240-plf194-plfP1-41 SIDE4" oc2x2x2x4" ocA35 @ 18" ocorLTP4 @ 18" oc58"Ø @ 46" ocMASAP @ 36" oc350-plf284-plf350-plf284-plfP1-31 SIDE3" oc3x(2)2x2x3" ocA35 @ 14" ocorLTP4 @ 14" oc58"Ø @ 36" ocMASAP @ 28" oc450-plf366-plf450-plf366-plfP1-21 SIDE2" oc3x(2)2x2x2" ocA35 @ 712" ocorLTP4 @ 712" oc58"Ø @ 20" ocMASAP @ 18" oc590-plf478-plf820-plf669-plfP2-42 SIDES4"oc3x(2)2x3x(2) Rows, 4" ocA35 @ 18" ocandLTP4 @ 18" oc58"Ø @ 28" ocMASAP @ 15" oc700-plf568-plf700-plf568-plfP2-32 SIDES3" oc3x(2)2x3x(2) Rows, 3" ocA35 @ 14" ocandLTP4 @ 14" oc58"Ø @ 22" ocMASAP @ 11" oc900-plf733-plf900-plf733-plfP2-22 SIDES2" oc3x(2)2x3x(2) Rows, 2" ocA35 @ 8" ocandLTP4 @ 8" oc58"Ø @ 12" ocMASAP @ 7" oc1180-plf957-plf1640-plf1338-plfSHEAR WALL SCHEDULE NOTES(SECTION 4.3.7.1.1)716" OSB or 1532" PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'x8', EXCEPTAT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.‚(SECTION 4.3.7.1.2. & SECTION 4.3.7.1.3)PANEL EDGE NAILING APPLIES TO ALL SHEATHING PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH SHEATHING NAILS @ 12"oc. MAXIMUMSTUD SPACING SHALL BE 16"oc. SHEATHING NAILS SHALL BE 0.131"Ø x 212". PLYWOOD EDGE NAILING SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST 38"FROM THE PANEL EDGES.ƒ(SECTION 4.3.7.1.4)THE MINIMUM NOMINAL WIDTH OF THE NAILED FACE OF FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE AS INDICATED IN THE SCHEDULE.„FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF 112".FRAMING NAILS SHALL BE 0.131"Ø x 314". 0.131"Ø x 3" NAILS MAY BE USED WHEN STITCHING TOGETHER (2)2x MEMBERS WITH NO SPACERS.…AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TOFASTEN BUILT-UP MEMBERS. USE 0.131"Ø x 212" NAILS AT LTP4 CLIP WHEN INSTALLED OVER 12" SHEATHING.†(SECTION 4.3.6.4.3)ANCHOR BOLTS EMBEDMENT SHALL BE 7", U.O.N. ALL ANCHORS SHALL HAVE 3" x 3" x 0.229" PLATE WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN 12" OF THEEDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF SHEATHING IS ON BOTH SIDES OF THE WALL, STAGGER THE ANCHOR BOLTS, AS REQUIRED, SO THATHALF OF THE PLATE WASHERS ARE WITHIN 12" OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED.38"MIN38"MININTERMEDIATE NAILING (12" oc)PANEL EDGE NAILING PER SCHEDULE (STAGGERED)PERƒ38"MIN38"MINPERƒPERƒ38"MINSINGLE MEMBER(FLATWISE)BUILT-UP MEMBERSTUD, PLATE, BLOCKING, RIM,OR OTHER FRAMING MEMBER‚ADJOINING PANEL EDGES‚STUD, PLATE, BLOCKING, RIM,OR OTHER FRAMING MEMBERADJOINING PANEL EDGES„‚„‚‚ADJOINING PANEL EDGES…LAP RIM OPTIONLTP4 OPTIONA35 OPTIONLAP PLATE OPTION‚„‚‚‚…„…MUDSILL ANCHOR OPTIONANCHOR BOLT OPTION12" MAX3"x3"x0.229" PLATE WASHERSP.T. MUDSILLCONCRETE STEM WALLPER PLANP.T. MUDSILLCONCRETE STEM WALLPER PLAN† (MUDSILL ANCHOR OPTION)† (ANCHOR BOLT OPTION)L3.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Miscellaneous Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Exterior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:683 plf Design Axial Live Load:960 plf Design Axial Snow Load:538 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/240 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.53 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.92 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.72 <1 OK D+L (CD = 1.0) fc/Fc' =0.71 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.18 < 0.45 OK SPF Stud 2x6 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.87 < 1 OK Douglas Fir Plates:fc/Fc^' =0.56 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.1 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Exterior Walls Wall Height:19.25 ft Desired Stud Spacing:16 in oc Design Axial Dead Load:323 plf Design Axial Live Load:0 plf Design Axial Snow Load:538 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.70 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.71 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.30 <1 OK D+L (CD = 1.0) fc/Fc' =0.14 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 1.28 1.24 < 1.28 OK SPF Stud (2)2x6@ 16 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.13 < 1 OK Douglas Fir Plates:fc/Fc^' =0.08 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.2 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Interior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:203 plf Design Axial Live Load:540 plf Design Axial Snow Load:0 plf Design Lateral Pressure (0.6W):5 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.41 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.99 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.69 <1 OK D+L (CD = 1.0) fc/Fc' =0.86 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.23 < 0.60 OK SPF Stud 2x4 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.46 < 1 OK Douglas Fir Plates:fc/Fc^' =0.30 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.3 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Interior Walls Wall Height:9 ft Desired Stud Spacing:16 in oc Design Axial Dead Load:338 plf Design Axial Live Load:900 plf Design Axial Snow Load:0 plf Design Lateral Pressure (0.6W):5 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.31 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.99 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.76 <1 OK D+L (CD = 1.0) fc/Fc' =0.95 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.15 < 0.60 OK SPF Stud 2x4 @ 16 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.51 < 1 OK Douglas Fir Plates:fc/Fc^' =0.33 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.4 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =5 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =19.6 F c * =F c C D C M C t C F F c * =800 psi C p =0.743 F c ' =594 psi F cE =938 c = 0.8 K f =1.0 (1) 2x6 (2) 2x6 (3) 2x6 (4) 2x6 (5) 2x6 14711 10313 15469 20625 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 19614 25781 DF Plate Crushing 5156 24518 13365 16706 STUD 4904 10024 HF Plate Crushing 3341 66839807 2 min'822.0 = d l EF e cE - + - + = c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 1/27/2021 Page: __________M1.5 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =3 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =30.9 F c * =F c C D C M C t C F F c * =800 psi C p =0.416 F c ' =333 psi F cE =380 c = 0.8 K f =1.0 (1) 2x4 (2) 2x4 (3) 2x4 (4) 2x4 (5) 2x4 5237 6563 9844 13125 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 6983 16406 DF Plate Crushing 3281 8729 8505 10631 STUD 1746 6379 HF Plate Crushing 2126 42533492 2 min'822.0 = d l EF e cE - + - + = c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 1/27/2021 Page: __________M1.6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Continuous Strip Footing IBC Section 13.3.2: One-way shallow foundations 18" wide x 8" thick Footing width, B =18 in Footing Thickness, t =8 in Stem Wall width, C =8 in Stem Wall Height =24 in f'c =2500 psi f y =40000 psi Longintudinal Reinforcement:(1) Bar Diameter = 0.500 in Bar Area = 0.20 in2 A s =0.20 in2 Cover:3 in Stem Wall Reinforcement:@ 32 ''oc Bar Diameter = 0.500 in Bar Area = 0.20 in2 A s =0.00 in2 Cover:3 in 12 in (per ft) 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 240 plf One-way shear, no shear reinforcement: 5700 # per foot length 0.75 51300 psf Max Uniform Load on Stem = 76950 plf [Ultimate] 48094 plf [Service] Moment: 0.000 k-ft per foot length 0.90 0.00 in NO MOMENT Max Uniform Load on Stem = 12000 plf [Ultimate] 7500 plf [Service] Development of Reinforcement: N/A OK Allowable Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Uniform Load, Soil 2010 plf 2760 plf 3510 plf 4260 plf 5010 plf 5760 plf Max Uniform Load, Shear 48094 plf 48094 plf 48094 plf 48094 plf 48094 plf 48094 plf Max Uniform Load, Moment 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf Max Uniform Load (Service) 2010 plf 2760 plf 3510 plf 4260 plf 5010 plf 5760 plf Max Uniform Load (Ultimate) 3216 plf 4416 plf 5616 plf 6816 plf 8016 plf 9216 plf Max Point Load (Service) 16080 # 22080 # 28080 # 34080 # 40080 # 46080 # Max Point Load (Ultimate) 25728 # 35328 # 44928 # 54528 # 64128 # 73728 # [22.5.5.1]ܸ ൌʹߣ ݂ᇱ ܾ௪ ݀ൌ ܸ௨ ൌݍ௨ ܾ௪ ܤെܥ ʹ െ݀ ՜ݍ௨ ൌ ߶ܸ ܾ௪ ܤെܥ ʹ െ݀ ܯ௨ ൌ ݍ௨ ܾ௪ ܤെܥ ʹ ଶ ʹ ՜ݍ௨ ൌ ʹ߶ܯ ܾ௪ ܤെܥ ʹ ଶ [22.5.10.1]ܸ௨ ߶ܸ ߶ൌ ܾ௪ ൌ ݀ൌ ݍ௨ ൌ [22.2.1.1]ܯ ൌܣ௦ ݂௬ ݀െܽ ʹΤ ൌ ܯ௨ ߶ܯ ݍ௨ ൌ ߶ൌ ܽൌ ܣ௦ ݂௬ ͲǤͺͷ݂ᇱ ܾ ൌ [25.4.2.3]݈ௗ ൌ ଷ ସ ఒ ᇲ ట ట టೞ ್శ಼ೝ ್ ݀ ൌ Date: 9/7/2018 Page: ________M2.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:18" x 18" x 8" thick Footing B =1.50 ft t =8 in Reinforcement R =(2) A s1 =0.40 in² d =4.25 in Cover:3 in Column C 1 =3.50 in C 2 =3.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.06 k Soil Pressure: One-way shear:∅ = 0.75 7.65 k 5.74 k 10392 psf or 10392 psf 23383 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 31 19.76 k 10782 psf 24260 # Moment:∅ = 0.90 5.4 k-ft a = A s f y /(0.85f'c B ) =0.42 in 4.8 k-ft 17712 psf or 17712 psf 39853 # Development of Reinforcement: 4 in ...4 in available OK Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 3315 4440 5565 6690 7815 8940 Max Load (lbs), One-Way Shear 14614 14614 14614 14614 14614 14614 Max Load (lbs), Two-Way Shear 15162 15162 15162 15162 15162 15162 Max Load (lbs), Moment 24908 24908 24908 24908 24908 24908 Max Load (ASD) 3315 4440 5565 6690 7815 8940 Max Load (Factored) 5304 7104 8904 10704 12504 14304 300 psi 374 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:24" x 24" x 8" thick Footing B =2.00 ft t =8 in Reinforcement R =(2) A s1 =0.40 in² d =4.25 in Cover:3 in Column C 1 =3.50 in C 2 =3.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.11 k Soil Pressure: One-way shear:∅ = 0.75 10.20 k 7.65 k 5649 psf or 5649 psf 22597 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 31 19.76 k 5516 psf 22063 # Moment:∅ = 0.90 5.5 k-ft a = A s f y /(0.85f'c B ) =0.31 in 4.9 k-ft 6732 psf or 6732 psf 26929 # Development of Reinforcement: 7 in ...7 in available OK Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 5893 7893 9893 11893 13893 15893 Max Load (lbs), One-Way Shear 14123 14123 14123 14123 14123 14123 Max Load (lbs), Two-Way Shear 13789 13789 13789 13789 13789 13789 Max Load (lbs), Moment 16830 16830 16830 16830 16830 16830 Max Load (ASD) 5893 7893 9893 11893 12710 12710 Max Load (Factored) 9429 12629 15829 19029 20337 20337 300 psi 374 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:30" x 30" x 8" thick Footing B =2.50 ft t =8 in Reinforcement R =(3) A s1 =0.60 in² d =4.25 in Cover:3 in Column C 1 =3.50 in C 2 =3.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.17 k Soil Pressure: One-way shear:∅ = 0.75 12.75 k 9.56 k 3974 psf or 3974 psf 24838 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 31 19.76 k 3388 psf 21176 # Moment:∅ = 0.90 8.1 k-ft a = A s f y /(0.85f'c B ) =0.38 in 7.3 k-ft 4797 psf or 4797 psf 29984 # Development of Reinforcement: 10 in ...10 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 9208 12333 15458 18583 21708 24833 Max Load (lbs), One-Way Shear 15524 15524 15524 15524 15524 15524 Max Load (lbs), Two-Way Shear 13235 13235 13235 13235 13235 13235 Max Load (lbs), Moment 18740 18740 18740 18740 18740 18740 Max Load (ASD) 9208 12333 13235 13235 13235 13235 Max Load (Factored) 14733 19733 21176 21176 21176 21176 300 psi 374 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.4 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:36" x 36" x 12" thick Footing B =3.00 ft t =12 in Reinforcement R =(3) A s1 =0.60 in² d =8.25 in Cover:3 in Column C 1 =5.50 in C 2 =5.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.36 k Soil Pressure: One-way shear:∅ = 0.75 29.70 k 22.28 k 7128 psf or 7128 psf 64152 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 55 68.06 k 8854 psf 79687 # Moment:∅ = 0.90 16.2 k-ft a = A s f y /(0.85f'c B ) =0.31 in 14.6 k-ft 6013 psf or 6013 psf 54121 # Development of Reinforcement: 12 in ...12 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 13140 17640 22140 26640 31140 35640 Max Load (lbs), One-Way Shear 40095 40095 40095 40095 40095 40095 Max Load (lbs), Two-Way Shear 49805 49805 49805 49805 49805 49805 Max Load (lbs), Moment 33825 33825 33825 33825 33825 33825 Max Load (ASD) 13140 17640 22140 26640 31140 33825 Max Load (Factored) 21024 28224 35424 42624 49824 54121 300 psi 400 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:42" x 42" x 12" thick Footing B =3.50 ft t =12 in Reinforcement R =(4) A s1 =0.80 in² d =8.25 in Cover:3 in Column C 1 =5.50 in C 2 =5.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.49 k Soil Pressure: One-way shear:∅ = 0.75 34.65 k 25.99 k 5606 psf or 5606 psf 68677 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 55 68.06 k 6223 psf 76233 # Moment:∅ = 0.90 21.5 k-ft a = A s f y /(0.85f'c B ) =0.36 in 19.4 k-ft 4785 psf or 4785 psf 58622 # Development of Reinforcement: 12 in ...15 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 17885 24010 30135 36260 42385 48510 Max Load (lbs), One-Way Shear 42923 42923 42923 42923 42923 42923 Max Load (lbs), Two-Way Shear 47646 47646 47646 47646 47646 47646 Max Load (lbs), Moment 36639 36639 36639 36639 36639 36639 Max Load (ASD) 17885 24010 30135 36260 36639 36639 Max Load (Factored) 28616 38416 48216 58016 58622 58622 300 psi 400 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Typical Footing Footing:48" x 48" x 12" thick Footing B =4.00 ft t =12 in Reinforcement R =(5) A s1 =1.00 in² d =8.25 in Cover:3 in Column C 1 =5.50 in C 2 =5.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.64 k Soil Pressure: One-way shear:∅ = 0.75 39.60 k 29.70 k 4644 psf or 4644 psf 74298 # Two-way shear:∅ = 0.75 200 psi =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 55 68.06 k 4634 psf 74147 # Moment:∅ = 0.90 26.8 k-ft a = A s f y /(0.85f'c B ) =0.39 in 24.2 k-ft 3853 psf or 3853 psf 61640 # Development of Reinforcement: 12 in ...18 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 23360 31360 39360 47360 55360 63360 Max Load (lbs), One-Way Shear 46436 46436 46436 46436 46436 46436 Max Load (lbs), Two-Way Shear 46342 46342 46342 46342 46342 46342 Max Load (lbs), Moment 38525 38525 38525 38525 38525 38525 Max Load (ASD) 23360 31360 38525 38525 38525 38525 Max Load (Factored) 37376 50176 61640 61640 61640 61640 300 psi 400 psi ܸ ൌ2ߣ ݂ᇱ ܤ݀ ൌ ܸ௨ ∅ܸ ∅ܸ ൌ [22.6.5.2(a)] ݒ ൌ4ߣ ݂ᇱ ൌ [22.6.5.2(b)] ݒ ൌ 2 ସ ఉ ߣ ݂ᇱ ൌ [22.6.5.2(c)] ݒ ൌ 2ఈೣ ௗ బ ߣ ݂ᇱ ൌ ߶ܸ ൌ߶ݒ ܾ ݀ൌܸ௨߶ܸ ܯ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ∅ܯ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଶ /2 ଶ ∅ܯ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂ᇱ ߰௧ ߰ ߰௦ ܿ ܭ௧݀ ݀ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲௌ ൌݍ ܤଶ െܲி்ீ ൌ ߣൌ ߰ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ݀ ܥଶ ݀ → ݍ௨ ൌ ∅ܸ ܤଶ െ ܥଵ ݀ ܥଶ ݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.7