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REVIEWED-BLD2022-1147+Structural_Analysis_or_Calculations+8.24.2022_8.18.02_AM+3069010RECEIVED 19011 W B T L Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Oct 03 2022 Phone: (425) 814-8448 1?NGINI I,R1NG CITY OFEDMONDS BLD2022-1147 Fax: (425) 821-2120 DEVELOPMENT SERVICES DEPARTMENT ,.,.,.,.,., REVIEWED BY Structural Calculations CITY OF EPARTMEDMONDS � BUILDING DEPARTMENT For Wilson Remodel 8526 216th St. SW Edmonds, WA 98026 August 23, 2022 Prepared by Ryan Hartman Dane Pollett BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 STRUCTURAL CALCULATIONS SHEET INDEX Wilson Remodel Edmonds, WA 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/ Upper Floor Diaphragm Forces .......................... L2.1 ✓ Shear Wall Forces......................................................................................... L2.2 ✓ Shear Wall Analysis....................................................................................... L2.3 • Shear Wall/Diaphragm Capacities ✓ Allowable Diaphragm Stresses..................................................................... L3.1 ✓ Allowable Shear Wall Stresses..................................................................... L3.2 ✓ Shear Wall Anchor Bolts............................................................................... L3.3 ✓ Shear Wall Schedule..................................................................................... L3.4 Miscellaneous • Stud Wall Design......................................................................................................... M1.1 • Post Design................................................................................................................. M1.3 • Footing Design............................................................................................................ M2.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Criteria rFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 E NGI UEE RIN G Fax: 425-821-2120 Project: Wilson Remodel Project Number: Edmonds, WA Code: IBC 2018 Risk Category II Earthquake: Site Class D le= 1.00 R= 6.5 SS = 1.281 Qo = 3.0 S, = 0.451 Cd = 4.0 p = 1.00 Wind: Basic Design Wind Speed, V 100 MPH Exposure B Topographic Factor KZT = 1.00 Soil Bearing: 1500-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 (2'/z" x 0.131") Framing 12d box (3'/4" 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 4.0 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. 2.5 psf Total 15 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 5.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.0 psf Total 15 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: 8/17/2022 Page: C1.1 8/8/22, 4:14 PM U.S. Seismic Design Maps OaGwEE s 8526 216th St SW, Edmonds, WA 98026, USA Latitude, Longitude: 47.8029676,-122.3490099 9 A-1 Home Inspection Services, Inc Go gle 19 Puget Sound ChristifhUSt rch SW Asko Construction 19 21nth St SW Date Design Code Reference Document Risk Category Site Class OSH PD Chase Lake Elementary School co a 00 � 3 a C CD Map data 02022 8/8/2022, 4:14:13 PM ASCE7-16 11 D - Default (See Section 11.4.3) Type Value Description Ss 1.281 MCER ground motion. (for 0.2 second period) St 0.451 MCER ground motion. (for 1.0s period) SMS 1.538 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.025 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.545 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.654 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.281 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.408 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.224 Factored deterministic acceleration value. (0.2 second) S1 RT 0.451 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.503 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.903 Factored deterministic acceleration value. (1.0 second) PGAd 0.78 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.545 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.91 Mapped value of the risk coefficient at short periods https://www.seismicmaps.org C1.2 - f �for +l ., ■. ■ �i - iL f• '+,+.. T •ram• _ i _ ILI J ■ I ■ � 1 J L ' H/2=200 °o�, I.- f iCE ! + 4 k. • r�' J I _ IF ac Site: 8526 216th St SW _f r - ' Edmonds, WA 98026- Kzt=1.0, Exp B t— H/Lh=400'/4400'=.1 <.24. - # 41 IP +• __ 1 __ r r C1.3 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Roof Framing I ` — OK TO RAISE Illccc CCUNG TO BOTTOM OF TRUSS 1 -- -- a r TIT.. �� 1 CK TO DEMO I I' ' 0 I.w NON SRG WALLS 1 r+ - • E f 1 ASSUMED {i 1b , - }L------i L.. 41 (E) HDR (E) HDR r'iF F IV 4 q PU" OTRUSSES (o} 24"oc BTL ENGINEERING M = 71 k.ft a V L/ 3 G a = 1( Ar (LL) L/240 = l (TL) Elreq'd = j x1061bAn2 M = k.ft V= L/ _ (LL) L/ 240 = (TL) Elreq'd = X1061b.in2 POCKET F1L@Ai BEAM STUD 6RDUP FiYaH BEAM STUD 6ROUP F7J15FI BEAM FCiEFE 5EAFI HGR 6Y TRi)55 MPR H6R G2RYf. BEAH POST Croo-m& OTHER fM2 TRIMMER DOYN BEAM POCKET N.usH BEAM STUD GROUP FiU5H BEAM STUD GROUP F1.U5H BEAM H6R BY TRU55 MFR H6R BEAMPOST r - LFOOTIN6OTWER 3.1- 1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �oF 10 TF ( )2x POCKET [!J2 R ( )2x STUD GROUP OEM ( )2x STUD 6ROUP FU5H BEAM FEi15F BEAM H6R HOR 6Y TriL55 MFlR OTHEJ�OSr CRAYL REAM r.FOOrIN6 DovN BEAM ( )2x HEADER ( )2x POCKET TRIMMER furor Bee f 12x r'11R5H BEAM (12x STUD 6ROUP STUD GROUP FUSH BEAM Fl1f5FF BEAM H6R H&R BY TRUSS MFFt CRAM BF,AM PGST_ =OOTINC$ Project: Project Number: Client: Designed By: Scale: Date: Page: R2. BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Upper Floor Framing - )4q.,- IF,, QR - ) i- - 4x8 DROP BEMs iM TO DEMO BRG - �'I. WALL BELOW) (E)STICKFRAIM - ATLOW ROOF --_--- ---- ASSUMED tE1 HDR m x y I NO CHANGES TO (E) I I � LOW ROOF FRAMING —IN) INFILLA ..- .� iL :IL (E) HDR (E) FLOOR FRAMING ASSUMED(DEPTH UNKNOWN) VERIFY (E) DROPPED CEILING. IN NON STRUCTURAL OK TO RAISE CEILING TO BOTTOM OF FLOOR JOISTS V PPS R- fuj(j F F gA-MIII16 f u-P'N U1.1 BTL ENGINEERING V "I z = 1.31 k.ft L/I gp = r` (LL) L/240 (TL) EIreq'd = 3 0 X1061b.in2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 o U PP Fa✓o� R HEADB2 ! )2x TRIMMER ! )2x POCKET FiL9H BEAM C ]2+c STUD GROUP Fi115F1 BEraa r ]2x STUD GROUP F;11yi dEIs1 HGR BY TRU55 14M FiJJ5H BEAM HGR OPE L BEAM _POST FOOTING V A -01 M = 7.3 7 k.ft y = 1.71c L/`1 qv _ ) 6 (LL) L/ 240 = a ed (TL) E' Ireq'd = �0 9 X1061b.in2 0 1c „'i e 1 y ")-V )2x POCKET H=ADBi ! )2x TRIMMER F [ J2BEAM STUD GROUP r )2x STUD GROUP FLUSH BEAM FUEi! BEAM H6R BY TF11% MFR HGR CRAYF_ BEAH POST �oorlM�� r x3 ) KID vCPeJ� 1-7oo # rfADex r )2x ! 12x TRIMMER BEAM ! }2x r PLW eEAH { ]2x STUD GROUP STUD GROUP Fi115F18EN4 Fi.U5F1 BEAM HGR BY TRUrU55 MFA HGR LRhYL EIEPM PAST (-FooTi r�Aoet BFAM 12x ! 72x TRIMMER FiJJGFi tea+ e 12x FuSH BEM ! Y2x STUD CROUP STUD GROUP Fi1nH B'cAM F LLW BEAM HGR HGR BY TRJ55 MFR 'MT_ OTHER --FOOTIN& Proj ect: Project Number: Client: Designed By: Date: Scale. Page: U 2 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 I A� YINhhKINU v Pi-03 M = k.ft V= d7 i� (LL) L/240 = I (TL) EIreq'd = I x1061b.in2 y,-b pr K a M = k.ft V= L/ _ (LL) L/ 240 = UP EIreq'd = X1061bAn2 VM BEAM ( )2x POCKET RL&4 BEAM ( )2x F R W BEAM ( )2x STUD GROUP STUD GROUP RUSH BEAM Fi.1l5if BEAM 4&R 0Y H6R TRLSS MFR GRAYt BEAM COST �FOOTN& fEAD9i ( )2x TRIMMER D -SEAM (72x POCKET R36HI l )2x STUD GROUP pw BEAM l )2x STUD GROUP fi.]lr�i BEAH FLUSH BEAM H6R EY TRUS5 MFR HGR GJiAYI SEAM f�pST Fp„7TING� R L'..1; YLJ-VL I-L 1LV 0" BEAM ( )2x POCKET Vm- FUSH BEAM -(- )2x STUD GROUP RUSH FEW- l )2x STUD GROUP Fi LEH BEAM FLUSH BEAM H6R H6R 19Y TROS5 MFR OTHEJ CRAYL BcA"f POST -FOOTRlG-�, BEAM l )2x POCKET FEADa1 ( )2x TRIMMER FL 5 BEAM ( )2x STUD 6ROUP FU15H BEAN ( }2x STUD GROUP RUSH BEAM H6R Ft31�1 SEAF1 HOR BY TRU95 MFR Cl:AYL BEAN P T� --- OOTIN&-J Proj ect: Designed By: Date: Project Number: Client: Scale: Page: U2.2 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Main Floor Framing (E) 23/x6 ROUGH SAWN JOIST @ 24"oc TYP (E) 23/x6 ROUGH SAWN JOIST @ 24"oc TYP nnfe'l ' a�__——_�---- -- ------- ------___ ----� — SVFV �LENf f' I { !!i 6na I'•f !A a a„ f C I' I -:[ �' a • , cA Al i ° 86 •I �, I °• � _ 11 VI .. .. E - 4 ° • + {E] 5.9�.G. ^ (E) 6" STEM TYP . + n • • • f �(E)36"FOOTING TYP • [ 'I ye'• G. 1 fL fin,. �•�x "� ...�., I Cfinij.l-n�l/[1►��i [;",.nr�ur� e I - �,,Ufv P,TT-N rt--Y evnA( MA0WA 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, WA98072-4436 Phone:425-814-8448 Project: — Project Number: Designed By: Date: Scale: Page: IVI r -I .15 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Forces BVFIL ENGINEERING Wilson Remodel Edmonds, WA Criteria Code: Seismic Design: Wind Design: Risk Category: Snow Importance Factor Ice Importance Factor - Thickness Ice Importance Factor - Wind Seismic Importance Factor Spectral Response, Short Period Spectral Response, 1-s Period 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax:425-821-2120 Revision Date: 8/9/2022 2018 IBC Allowable Stress Design (ASD) V ASCE 7-16: 12.8 Equivalent Lateral Force Procedure ASCE 7-16: Ch. 28 Envelope Procedure, Low Rise II - Other Structures Table 1.5-1 /S = 1.00 Table 1.5-2 1 i = 1.00 Table 1.5-2 1 W = 1.00 Table 1.5-2 1 e = 1.00 Table 1.5-2 Ss = 1.281 (Mapped) S t = 0.451 (Mapped) Site Class assumed, no Geotechnical Report Site Class: D Site Coefficient Site Coefficient Table 20.3-1 Fa = 1.20 Table 11.4-1 F = 1.85 Table 11.4-2 Structural Systems: Light framed walls with shear panels All other structural systems TL = 6 Response Modification Coefficient R = 6.5 Overstrength Factor Q0 = 3 Deflection Amplification Factor Cd = 4 Basic Wind Speed: Exposure to Wind: Topographical Factor 100 mph Exposure B KZT = 1.00 (Figs. 22-14 thru 22-17) Table 12.2-1 Table 12.2-1 Table 12.2-1 Section 26.7.3 Date: 8/17/2022 Page: L1.1 VFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEE RI G Fax: 425-821-2120 Wilson Remodel Revision Date: 8/9/2022 Edmonds, WA Roof Geometry Mean Roof Height Hn = 21 ft Roof Depth D-Roof = 6 ft Overhang Length 24 in Pitch 4:12 Floor 2 Geometry Width W2 = 23 ft Length L2 = 40 ft Plate Height H2 = 8 ft Floor Depth D2 = 12 in Floor 1 Geometry Width W1 = 40 ft Length L1 = 40 ft Plate Height H1 = 8 ft Floor Depth D1 = 12 in Seismic Weight - Roof Roof Area 1 925 SF 15 psf 13,875# Roof Area 2 250 SF 6 psf 1,500# Roof Area 3 Exterior Wall 1 126 LF 4 ft 10 psf 5,040# Exterior Wall 2 Exterior Wall 3 Interior Wall 75 LF 4 ft 8 psf 2,400# Total 22,815# Seismic Weight - Floor 2 Roof Area 1 630 SF 15 psf 9,450# Floor Area 1 925 SF 15 psf 13,875# Floor Area 2 Floor Area 3 Exterior Wall 1 126 LF 4 ft 10 psf 5,040# Exterior Wall 2 160 LF 4 ft 10 psf 6,400# Exterior Wall 3 Interior Wall1 75 LF 4 ft 8 psf 2,400# Interior Wa112 100 LF 4 ft 8 psf 3,200# Total 40,365# Hof —E)2 Hn N/S Projected Area - Roof Sloped Roof Area Gable/Parapet Area Wall Area E/W Projected Area - Roof Sloped Roof Area Gable/Parapet Area Wall Area N/S Projected Area - Floor 2 Sloped Roof Area Gable/Parapet Area Wall Area E/W Projected Area - Floor 2 Sloped Roof Area Gable/Parapet Area Wall Area Date: 8/17/2022 Page: L1.2 ENGINEERING Wilson Remodel Edmonds, WA Redundancy, p 1.0 Design Base Shear SMs = FaSs = 1.54 S pS = 2/3 S MS = 1.02 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Revision Date: 8/9/2022 v (Section 12.3.4) (Eq. 11.4-1) SM, = F S, (Eq. 11.4-2) = 0.83 (Eq. 11.4-3) S p y= 2/3 S M 1 (Eq. 11.4-4) = 0.56 Seismic Design Category: Structure Period and Weight: Short Period -- D 1-Second Period -- D Ct = 0.020 Table 12.8-2 x = 0.75 Building Height (Mean Roof), h = 21 ft Approximate Fundamental Period, Ta = Ct (h )" (Eq. 12.8-7) T=Ta=0.20 T L = 6 (Figs. 22-14 thru 22-17) Calculated design base shear: V = CS W (Eq. 12.8-1) SDS Cs = (R) (Eq. 12.8-2) Ie Cs=0.16 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) SD1 SD1TL for T TL CS = Tz \ for T > TL CS =( lT (R) fieRI Cs=0.44 Cs= 13.33 CS=0.44 T<_TL C s = 0.65 1.5 times Cs in accordance with 11.4.8 The total design base shear shall not be less than: Cs = 0.044SDSle >_ 0.01 (Eq. 12.8-5) CS=0.05 nor where S >_ 0.6g: CS = 0.5S,/(R/le) (Eq. 12.8-6) Cs=0.00 Cs=0.16 V= 0.16W Date: 8/17/2022 Page: L1.3 ENGINEF-RI G 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Wilson Remodel Revision Date: 8/9/2022 Edmonds, WA Ps = A Kzr Psao (28.5-1) Exposure = B A = 1.00 (Fig. 28.5.1) Mean Roof Ht hn (ft) = 21 ft Kn = 1.00 (Section 26.8) a (roof) = 3.0 ft a (upper/main floor) = 4.0 ft Basic Wind Speed = 100 mph Roof Angle = 19 N.rfhllz-fh I Harlin. lR S d AXi i-- mein. 1-4r Zone Area p SO p sf sf Force (#) ASD Force (#) Force (#) ASD Force (#) Roof A_,, 24 21.6 21.6 21.6 518 311 384 230 Agable 18 21.6 21.6 21.6 388 233 288 173 B 36 -6.0 0.0 0.0 0 0 288 173 Cwall #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! Cgable #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! D #VALUE! -3.3 0.0 0.0 #VALUE! #VALUE! #VALUE! #VALUE! Total Area = #VALUE! Total Load = #VALUE! #VALUE! #VALUE! #VALUE! Design: #VALUE! #VALUE! Zone Area p SO p-de,- (Psf sf Force (#) ASD Force (#) Force (#) ASD Force (#) Floor Awall 64 21.6 21.6 21.6 1381 829 1024 614 Agable 24 21.6 21.6 21.6 518 311 384 230 B 48 -6.0 0.0 0.0 0 0 384 230 Cwall #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! Cgable #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! D #VALUE! -3.3 0.0 0.0 #VALUE! #VALUE! #VALUE! #VALUE! Total Area = #VALUE! Total Load = #VALUE! #VALUE! #VALUE! #VALUE! Design: #VALUE! #VALUE! F-flw-f I na rlin. lR S d NW-- n-inn 1-4r Zone Area p SO p Psf sf Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 24 21.6 21.6 21.6 518 311 384 230 Agable 18 21.6 21.6 21.6 388 233 288 173 B 36 -6.0 0.0 0.0 0 0 288 173 Cwall #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! Cgable #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! D #VALUE! -3.3 0.0 0.0 #VALUE! #VALUE! #VALUE! #VALUE! Total Area = #VALUE! Total Load = #VALUE! #VALUE! #VALUE! #VALUE! Design: #VALUE! #VALUE! Zone Area p s P s3 d, , (Psf) P (Psf) Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 60 21.6 21.6 21.6 1295 777 960 576 Agable 24 21.6 21.6 21.6 518 311 384 230 B 48 -6.0 0.0 0.0 0 0 384 230 Cwall #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! Cgable #VALUE! 14.3 14.3 14.3 #VALUE! #VALUE! #VALUE! #VALUE! D #VALUE! -3.3 0.0 0.0 #VALUE! #VALUE! #VALUE! #VALUE! Total Area = #VALUE! Total Load = #VALUE! #VALUE! #VALUE! #VALUE! Design: #VALUE! #VALUE! Date: 8/17/2022 Page: L1.4 VFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEE RI G Fax: 425-821-2120 Wilson Remodel Revision Date: 8/9/2022 Edmonds, WA Vertical Distribution of Lateral Forces Base Shear: V = 9.96 kips Shear Walls: F, = C v, V (Eq. 12.8-11) Diaphragms: n n l Fpx = Fi l wi I (wpPj ... [Eq.12.10 — 1] i=x i=x k C vx = wx hx (Eq. 12.8-12) Zn 1 Wihk Fpx = 0.2SDSIewpx ... [Eq.12.10 — 2] (min) Fpx = 0.4SDSIewpx ... [Eq.12.10 — 3] (max) Stren th Design Seismic Forces E Lateral Portion of Diaphragm Height, Story Force, Story Shear, Story Weight at i, Force, Floor Level hx Weight, wx wxhx Fx Y-Fx Moment Ewi Fpx (from base) (ft) (Kips) (ft-Kips) (Kips) (Kips) (ft-Kips) (Kips) (Kips) Roof 20.01 22.82 456 5.55 5.55 61 23 5.55 Floor 2 1 9.01 40.371 3631 4.421 9.961 1511 631 8.27 Totals W = 63.18 Kips Y-wxhx = 820 ft-Kips Strength Design Wind Forces (W) Lateral Lateral Force Story Shear Force Story Shear Floor Level N/S, Hx N/S, jHx E/W, Hx E/W, EHx (from base) (Kips) (Kips) (Kips) (Kips) Roof #VALUE! #VALUE! #VALUE! #VALUE! Floor 2 1 #VALUE! I #VALUE! I #VALUE! I #VALUE! Diaphragm (ASD) Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Roof 3.88 - - Floor 2 5.79 - - Shear Walls (ASD) Seismic, Wind N/S Wind E/W [0.7E] [0.6W] [0.6W] (kips) (kips) (kips) Floor 2 3.88 - - Floor 1 3.09 - - Seismic Controls By Inspection Date: 8/17/2022 Page: L1.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Shear Walls/Diaphragms BTL ENGINEERING Diaphragm Forces: Roof E = 3 g go � w_! Al A-s S J v o 71 f j f E w = / 11. t w T-' NO Phi lV o �1V) AfW 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project: Project Number: Client: Designed By: Date: Scale: Page: L2.1 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Dia hra Forces: Upper Floor E = r-7qo tt I w_� E t- W= _ 1� I� i 1 1 �• r r7 I PATH �L/iPkM�A"l�M �E�NOf�PI�CT(� VNG4tRN6�� Na rgvAvm� Project: Project Number: Client: Designed By: Date: Scale: Page: L'2• 2 BTL ENGINEERING Shear Wall Forces Upper Floor Main Floor E=?V�)O�r w= E=30It W= A� S v m C �' kLI, S �i A 111�9 + T R-K e`f L,i fM j C"4 S R-V NiLvE Zp NOT 9RIfTEN-r, (,ar'b P��k TO .� Ti-,P-,oF- UlaG44�N6i �0' C=194o> L= E=?920 W= r 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 p rp'$ J Q 1 cpp A-cyi ( vrvcl- VV6E1 p J a . N() (N) Pf IV�v'lS s � Project: Designed By: Date: Project Number: Client: Scale: Page: L2'3 BTL ENGINEERING Shear Wall Line E=1910 ?� W= A?U1,, e 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 by 4�,-Vo� o � w CO 01'�Lc1(;N� {�� NSPt�7LL�N E= 3� W= 9 C� y Sc+E 1+�Nb f1(RALL' H41fis l (Cobcf f'�-ao) S vs TES Cf C; Nf � � iN (J CCTT.n/ �� Dp�Nsrul� 1S30 0Sir }OJS'�S�r�� 1p{� St E St E La, 5 Ld '6 Project: Project Number: Client: Designed By: Date: Scale: Page: 12.y E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 3.0.7947.0 1I.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (Inch): 15.75 cap (inch): 29.48 Cmin (Inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 u F, fr4rC{�+7alrar Company: Date: 3/3/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f'c (psi): 2500 4jo,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.5a E-7[►��[�-Z•�c■ Anchor Designer TM Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 2100 Wax [lb]: 0 Way [lb]: 0 <Figure 1> X Company: Date: 3/3/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Z 21001b u 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.5b E-7i►��i�-z•�►■ Anchor Designer"' Software Version 3.0.7947.0 <Figure 2> .1. Company: Date: 3/3/2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: XN C) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.5c E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 3.0.7947.0 3. Resulting Anchor Forces Anchor Tension load, Nu (lb) 1 2100.0 Company: Date: 3/3/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Shear load x, Shear load y, Shear load combined, Vuax (lb) Way (Ib) 1(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 Sum 2100.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2100 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 ON- (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = k,l.�fchef' S (Eq. 17.4.2.2a) kc Aa fc (psi) her (in) Nb (Ib) 17.0 1.00 2500 12.000 35334 0.750Ncb = 0.750 (ANc/ANco) %d,NYo,NYop,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (inZ Ca,min (in) 'V'ed,N 'Tc,N Vfcp,N 0.0 Nb (Ib) 0 0.75^b (lb) 216.00 1296.00 2.50 0.742 1.00 1.000 35334 0.65 2129 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Z"k,cr = Tk,crfshort-te KsataN.seis tk,cr (psi) fshort-term { sat aUseis rk,cr (psi) 435 1.72 1.00 1.00 748 Nba = A al-cr7Ldahef(Eq. 17.4.5.2) A a 2cr (psi) da (In) hef (In) Nba (lb) 1.00 748 0.63 12.000 17629 0.750Na = 0.750 (ANa/ANao) V"ed,Na V"cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) ANa (inZ) ANaO (inZ) CNa (in) Ca,min (in) 'Ved,Na ''Pp,M NaO (lb) 0 0.75^ (lb) 96.56 258.98 8.05 2.50 0.793 1.000 17629 0.65 2542 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.5d E-7i►��i�-Z•�c■ Anchor Designer TM Software Version 3.0.7947.0 Company: Date: 3/3/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status Steel 2100 9833 0.21 Pass Concrete breakout 2100 2129 0.99 Pass (Governs) Adhesive 2100 2542 0.83 Pass SET-XP w/ 5/8" 0 F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.5e E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 3.0.7947.0 1I.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (Inch): 15.75 cap (inch): 24.44 Cmin (Inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 u F, fr4rC{�+7alrar Company: Date: 3/3/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, f'c (psi): 2500 4jo,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.6a E-7[►��[�-Z•�c■ Anchor Designer TM Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 1550 Wax [lb]: 0 Way [lb]: 0 <Figure 1> X Z 1550 Ib Company: Date: 3/3/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: N 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.6b Anchor Designer"' Software Version 3.0.7947.0 0 <Figure 2> Company: Date: 3/3/2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: 0 Ln cYi C) Ln Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.6c E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 3.0.7947.0 3. Resulting Anchor Forces Anchor Tension load, Nu (lb) 1 1550.0 Company: Date: 3/3/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Shear load x, Shear load y, Shear load combined, Vuax (lb) Way (Ib) 1(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 Sum 1550.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1550 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 ON- (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = k,l.�fchef' S (Eq. 17.4.2.2a) kc Aa fc (psi) her (in) Nb (Ib) 17.0 1.00 2500 6.000 12492 0.750Ncb = 0.750 (ANc/ANco) %d,NYo,NYop,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in2 Ca,min (in) V'ed,N TqN Vfcp,N 0.0 Nb (Ib) 0 0.75^b (lb) 108.00 324.00 2.50 0.783 1.00 1.000 12492 0.65 1590 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Z"k,cr = Tk,crfshort-te KsataN.seis tk,cr (psi) fshort-term { sat aUseis rk,cr (psi) 435 1.72 1.00 1.00 748 Nba = A al-cr7Ldahef(Eq. 17.4.5.2) A a 2cr (psi) da (In) hef (In) Nba (lb) 1.00 748 0.63 12.000 17629 0.750Na = 0.750 (ANa/ANao) V"ed,Na V"cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) ANa (inZ) ANaO (inZ) CNa (in) Ca,min (in) 'Ved,Na ''Pp,M NaO (lb) 0 0.75^ (lb) 96.56 258.98 8.05 2.50 0.793 1.000 17629 0.65 2542 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.6d E-7i►��i�-Z•�c■ Anchor Designer TM Software Version 3.0.7947.0 Company: Date: 3/3/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status Steel 1550 9833 0.16 Pass Concrete breakout 1550 1590 0.97 Pass (Governs) Adhesive 1550 2542 0.61 Pass SET-XP w/ 5/8" 0 F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L2.6e BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Shear Wall/Diaphragm Capacities 2018 IBC/SDPWS 2015 - Diaphragms (8d Nailing) Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel Diaphragms"" °rl Minimum Minimum NPnbn.n x-in. wm. Common F-I-, Namfnel of xelkd Fall, 9h4alhlug Grade NO 5re. Penetration In Renting Pind 3TloweS6 Supported wipes and Via-) [in.} Boufri 4idr 50 1.114 5116 2 3 rd 1-318 3!5 2 3 Skucdlrell 70d 1-112 16M 2 $ 5 15 2 3 54 1-114 318 2 a 318 2 3 ShwhIF7 n n 1-115 W16 2 S ! 1532 2 ism � 3 0d 1-1f2 15f32 2 3 €.1o. i lvrh Arlarrapecuias gnllbeadjwlodInaamhlmrewi1h423toac- ne ASI3elloanbleanit shear capacity and LPFD as- it reautancn_ Fm gcrenl wrutr.rrion rcgiiirctnmt, sse 4.7.6. Fvv spc Fk rryuireae sa d Z ?. k fawom swatv[nl paneldiaphrapns. SscAppcndx A fac acpnumn ,.a] dianerrs]pm- 2, Fw q- ei and wile of flaming udmr Burr Da.glafFir-LOrcb pr Saurhem Pmc,rad-d-nmal.n ll cheer cupar; hnllt de end by mulnplyi" ttataltWaxd nominal aAlnhear e>pa.ty by O Sp ,b Gravity Adjrutmeat Facmn=[I-(OS-Gj]whe, G-Spmia Gavity fhit framing lumber from tpc ApS (Fable i1,3 SA) The Sp-li. G,ry y Adpyslmcnl Factor shall .. be ¢realer Than I, P Appwmtl thew Eli [fnen valtXs G. as based on ref] slip in hemrclg w rh p rshve [areal tm5 rhti or Iq.A to 19Yo as aria, lif f brinaon find panel m feaesc vala. for diaplmigrre cacmmeM wrpl esrhrr G35 or 3-ply plywood panel¢ hrha, 4ply or 5-ply plywood F-W, or sompwile panel] arc wed, G, nail]. slmll be permuted m be mukipbrd by k?- 4 wparc rraoiawac.nxnt of tla f i.uglc t4an 195: al nme of hbnca -an, c, values AaLLbe mvltipliW by 0.5. 5 DiaPhragr. _1_depends 1 the tb-flpn or coetiwdur panel joints Mlh aspect.1he I.d'ctg duacdaa and direclrm of framing -tot a, midis indepmdrol of ihr pearl manmrop. A SEISMIC 5 In. Nail Spacing at diaphragm boundaries aria a orletl anal ad aP Casei Ga9as 2, 3,a, s,$ Ye G, ul G kf elln. ki s, GSS PLY 0513 n_Y 330 9.0 7.0 250 6.10 4.5 370 7.0 a-0 250 4.5 4.0 4S0 &5 7A 360 6.0 45 - 8.0 4W 5.0 4. . 14 10 430 SS 7.0 0 12 9.0 480 M 5.. 00 3 9.0 85 220 S-0 4A 340 7.0 5.5 250 5.1 3.5 330, 7.5 55 250 10 4.0 37D Is 0 45 280 4.0 3.0 430 9.0 5.5 320 6.0 4.5 460 7.5 5.5 350 5.0 35 460 S.5 5.0 340 5,5 40 510 TO 5.5 4 4W 7.5 5.5 950 5.0 4.0 5N 6.5 5.0 4030.0 3.6 510 t5 9.0 330 10 $,0 586 12 0 430 5.0 5,5 570 13 8,5 430 0.5 as 7,5 480 7.0 i0 C84f !&I Cb rnieus Cuscz 2.1 Cartiauw casts 59 C: Cone Panel J.6. Pcrr��ndi,:olr� rrl lcirrts Parasol lv Pavel I.M. Perpaou mAamieg rruning eiculy a'd Panilldm FmminS Long P-1 Dr.,n M. Pe_di dW 5upp_a p - Inng P-1 PMQ6 ra sopportf - , I. {al Pemlepenradne fa o.cof-ptmelmar may ae 1p•,er dmn fieepae ra:u welt rbe tofu petal dirxdon peryanarulrmw�r. [Sm seatim S.]14n4 Salton ! 131 Table 4.2A Nominal Unit Shear Capacities for Waod-Frame Diaphragms Blocked Weed Structural Panel Dlaphragms�-O apse]][ gawp 1 r�6 i.da<rsnakne.r eenndadm Inn a,.mL n Wnlaanus Ij a-... ram nvurnlmip loll p.saal.q camrpupaa penal adpea OarglNblaw as S64 eaY 1 area ed s ea 688 Paelepp�AraleltpipadlGaam]fl 1 oral alai arNa ea haaa lfl4 RXnimum Failanar allnlmwn pinamam NvMN4 VaMlt a 1 Y ! XaeIsaaaaar ft.1moil rW r1 aunt 3,a4 B !-IR ] Neg9p,e4n9 (nlnnrrer penelreden ee1,2 S.8a BpXlgeg 60e PonalnlMnln a-. PomIrW Panel axeled Fy,. it AdiggM1a r k I w,. p nh F urn 4 ] allndad 6 ] 6r�r MYriam, m Ilunlerar ..he TlticnnM] k 1 Pln it LdOUY O50 OLV 3i6 15 12 i2 Its O$N PLV m 05 ]6 560 SO 60 71p4!0 p40 OSPad 9471T5 1]]0 a.nr..I 1-La4 9nP Zia i 1 ]1512160 1] 9.5 114 1010 1]a53m IS 10 1. T,0 21 13 tT 12 "1 in Teo 940 1065 I., 3ao5 2 3N i9 P.s is no. SW i.5 e.4 5®1 e.b 50 R i9h Id r.0 990 a5 70 000 18 12 sin 950 14 t0 111 520 590 T00 ;as 16d t1]5 111 t3M Ye P b II 460 IS 1 1 �'. m S5 T T.1 6 o 9W l9 e1 tp50 94 IWO 21 11 tap td iT eT0 155 a91 1a10 13e1 1510 1"1 410 gln.Flar Bd lee AIB 2 5m 14 14 6N 11 90 S05 e.5 i.o !00 i.0 60 1015 12 hS 1110 t0 eA 1]60 i0 13 I- lT 11 715 p 950 1415 In. Itlw 15f12 ea ] 510 IS 95 10 7ID T.5 a5 55 1-11 a4 1]50 TS 1- 1P 1] 1330 15 11 1. eaa trio"', 112d t1a5 lea0 1000 1e90 ,a, 1-m2 lt'. ] ] ]PO Z6 }5 Pip TI 1/ li0 10 11 860 12 9S 1150 21 14 13d0 17 1 13t6 ]] 10 taro ae 5 A10 sto tOBO 1205 10]-0 taa0 t1le 700P tg 3 ! w 21 11 120 rl % e5p 14 ea 1. 0B,p fa40 19 1] I4. 14 1s 1460 26 1i 16W . B4e '1010 11a0 111 1Ta0 3015 PP15 3295 1, Nom'md uohshcw apacitussMllta adjusted inrccadanttwith 4,] 3l Fw I,it ASD allvwablc urdf sh®r®pacify and L]LF6fs[a.d unit resistance. Page i.amgrd,eman. uc 4.2. h. Forspai0clWui[encenl%,_4.2.T.] fnrwoW 9d 16 111ilpearldiaphmg,ns. sec Append ix A ford MM mil dimensions, S_ For zpecina rind isii aofframingodlmlhle Douglas-Fir-L-1101 Seethe. pine, reduced rind .nil obey capuifim IW11 he dmermn ed by multiplying the lah.latadrmmm9t unit A-Prcity by otc sped a -yAdj rlmcnlFaclvs- II{04611, whereG Spent., Gran" itifthrefi-ing Wanba.Qu ilre N➢5(iab]e 1233A3 7h. Spcmhe G-11y Adlia'... Fact ah 0 beg. -lb. l_ ] AppucritsWer farE . 14tmf, C_ 61P broad on 1 qP_ fro ,11b awiaWn f.'aril Ins than e,r eglwl m I^ el Itme of rabra46.n and pmcl .Hari 1 diaPhmema caralr.emd W. a ids GSE er1ply pl-'d panals. Wh 'ply .r5.pry plywod Iwrr 1s or corrposi�pmcla anvsed, G, values stall Ee permirted !Ia mtnp im m a - n. n.n t of rbe fmmng la 9- thafi l 9SG m nme of fabrunron, G. 1 esWll be m.'arplled by05 i aphragmresatadaedeparda on do dincdvv v[wnt'muwnpmm 3mn4wrth teepee] m IfK Iwdlbg diteetienand direelien iFfina-g matnbars, errd is kt6apwdcnt.1 dre peal oriulldi.. Cmoa J&3Coridnunns Panel lei.. P.T.rnli-l- to FralMn2 Caas id4. Continuous P-1kirin Padlcl to Fmndng I-ea-6t.cotdmmw Pax] Joins Pelpur da". and P-Ldm Framing La gFariO fil-deo PrrpalWiral�m Supports . '.1 � Lag Pa., 0-n.. Parillcl. Supprms' 1 l•7 Paxl rp=n sling Fw oW�plplsrc lri:aa may br lmvv Nn tee xymrretin6'nirM1 da loe6Pead rfrcarian perpe.I�rWrrin Srrppgy i5sa $atiw 5.3 ] aria Sa[iori 3.].51 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 L3.1 2018 IBC/SDPWS 2015 - Shear Wall Schedule 7/16"OSB; 0.131 "�) Nails; SPF or HF Studs @ 16"oc Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shur Walls"AA1 Woad -based Panels" SEISMIC A WIN s D Mlnimu n Minimum Nominal Fastener Penetratlon Fad: wer Paned Edge Fastener Spacing (kp-) Parisi Edge acin Fastener In - Sheathing Muteltial Panel in Ftorning Type d.Size 6 4 3 2L 6 4 3 2 Thickness Member or 12 v„ v. v. v. G. V. G, v. G. V. G. jln.j Blocking n. (Plrj Oipslirl,l IF") (MPO"') MP (kip6lin,) (Rif) (k win.J (1)"} (pM (Fir) (pit) Hall teornmon or 058 PLY Gag PLY 0819 PLY 0" PLY galvanised boxl Woad 5A6 1414 Bd 100 13 10 80D 18 13 780 23 IB luo 35 22 650 840 1090 1430 Suuma - RanB14• 2W 460 19 14 120 24 17 S20 30 20 1220 43 24 645 1010 t290 1710 no Sbaclr I . Me 1.3l6 ed S10 16 13 T90 21 16 10f0 27 19 1340 40 24 715 1105 1415 1875 15932 560 14 11 860 I.R. 14 11D0 24 17 149D 37 23 755 1206 1540 2045 M2 1-112 104 880 22 18 1020 23 20 13M 36 22 1740 51 28 9K 1430 1B80 2435 5m t.t14 350 13 9. 540 18 12 700 24 14 900 37 18 SOS 755 980 1260 3B IN 11 5.5 600 15 11 78D 20 13 1020 32 17 56g 840 1690 1430 VYtlla! Sinictura315 ai 17 12 640 26 15 820 31 17 1060 45 2D 515 095 1150 1405 Panels- 7116, 1_15 ed 400 15 11 700 22 14 900 26 17 1170 42 21 67.0 940 1260 1040 ShaalhWs 16f32 M 13 14 760 Is 13 WD 25 I6 120D 39 20 730 1965 1370 179D 1 Ma2 1-111 10d ax 22 14 920 30 17 1200 37 19 1540 52 23 B78 1290 1680 2155 19r32 no 1g 13 IC20 26 i6 1330 33 18 1740 48 22 960 1430 1WD 2435 M—od Nan 1pagan ..d casinyj Siaing Ft116 1-19 6d 290 13 429 16 55D 17 720 21 390 590 770 1010 915 1Ivn rid 3D0 16 460 15 620 20 820 28 4% 970 870 1150 Nall Icominoa or P&niclenrhrwrtl gatvanlxed box] She ath (h1-Sthing 9r 6d 2411 15 3W 17 4W 18 W0 2Y 335 505 645 940 3M 6d 260 1S 360 20 00 21 010 23 365 530 070 8119 Glue' and PA-2"Exterior 112 280 1B 420 20 540 22 700 24 390 i 590 765 SM 12 10d 370 21 550 23 72D 24 920 25 520 770 1016 1290 Glue"j 5M 400 21 610 23 1 790 24 1046 26 560 856 1105 1455 NO Igalvanlxed rooflnyl SuwL.al 1r2 11 ga. gatu rtlofno hall (0. 12T 340 4.0 460 5.0 52P 5.5 476 045 730 Fihrrbmd x 1-1 r2'rong A if15' hew) °ullaat1151p 25f32 11 oaI '�0 4.0 460 5.0 52D 5 5 d75 895 730 X4' long x 319" head! I. Muminal unit eluarsapa [d shall 4radrysLcd in accordance rsith 4.3.3 to dctcrmv3c AS D.lkiwoblc unit shcorcapocity and LUDfoctored unit mislanct. FMl;cncm1 constmctionrequir is sco4.3.6. For sprsific rmluiremeta[s, sae 4,3,7. t for rvnod sttvchiml panel shear wails, 4.3.7.2 for particleboard shear wal Is. add 4-3.7,3 for fiberboard sWnr wails, Sea Appendi3 A for common and box nail dimensions. 2. $beers are T e A[Cd ru be insreused w values shown 55t 15132 itch (nominal) sheathing with same aailimb provided (a) studs ate spaced n maximum of 16 inches oa center, or (b) parcels are applied with long dimens inn 3c mss studs- 3. For sPeIM and grades of Fmmirgl wirer [ban Duugl3a-Fit-Larch or Saulhexn Pine, r iueed nomi=l unit shear eaimciths shall he delennined by mulliplyin Lhe Labulated nominal unit shear Wpacily by the Spccific Gravity Adjuslmeat Factor = [!-(03-G]], where G = Specific Gmviry ofthe framin lumber from lht NDS (Tehk 133.3A)- The Speeilic Graviry Adjustment Fa w"halI npL he 3reulel clan I . 4. Apparent shear 519t7iic€s va1-le5 G_ arc bascd on nail slip in framing Mill rnoislure CSuleni less titan or equal. la 19%al time of fabrimiion and panel slitfncm Values for shear walls cuasivocled will ether 0513 or 3-ply plywood panvk, % bon 4-ply or 5-ply plywuod parwlsar cmnposito panels arc used, Q. values shall he perminrd to be maltiphn! by 1.2. 5, Where moisture conlenterthe Framing is greater Ihnn 19% a lime of fMbrkati0n, Cr. values shall be mukipikd by 9 5. 6, Wherepands an applied on both faces of a shear wall and nai I spacing is less than 6" on censer on either side, paneljoinls shall be ofl§rn to fall on d i11'txnt Ira mJng members as shown be]ow. Almmetivoly, dro width of the nailed face of homing members shall be 3' namival of &later at agjoiming panel edges end nails at ell panel odgra Aal l be sawed, 7. Galvaat2ed nails shall be hot,dipped or tumbled. 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) des Sides Nail Spacing Framing Sill Plate Seismic Capacity h/ba = 2 Seismic Capacity h/b5 = 3.5 Wind Capacity h/bs = 2 Wind Capacity h/bs = 3.5 MMM ea.side MMM ea. side MMM ea. side L3.2 2018 IBC/NDS 2015 - Shear Wall Framing Clips SS SS Model No. Type of Connection Fasteners (in.) Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Floor Roof (160) (100) (125) Floor (100) Roof (125) (160) 1❑ (8) 0.131 x 1 Y� F1 395 465 465 340 400 400 Fes 395 430 430 340 370 370 A34 1❑ (8) #9 x 1'/2 SD F1 640 640 640 550 550 550 F2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 0 (9) 0.131 x 1'/2 Al 295 350 350 255 300 300 E 295 360 385 255 310 330 C1 185 185 185 160 160 160 0 (12) 0.131 x 1'/2 A2 295 325 325 255 280 280 C2 295 330 330 255 285 285 D F1 225 225 225 195 195 195 - (12) 0.131 x 1'/z 590 650 650 510 560 JO Fes 590 670 670 510 575 575 ❑5 (12) PH6121 F1 420 420 420 360 360 360 - (12) 0.131 x 1'/z G 580 625 625 500 540 - H 580 525 525 500 450 450 LTP5 Q (12) 0.131 x 1'/� G 580 565 565 500 485 485 H 545 490 490 470 420 420 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 pli Ty ]e P1-6U Capacity [ 144-plf (E) A35 Capacity 560# A35 Spacing 44" oc LTP4 Capacity i LTP4 Spacing 540# 44" oc P1-6 240-plf (E) 560# 27" oc 540# 27" oc P1-4 350- If E 560# 18" oc 540# 18" oc P1-3 450- If E 560# 14" oc 540# 14" oc P1-2 820- If W 560# 7'/2" oc 540# 7'/2" 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-p1f (W) 560# 2 rows 8" oc 540# LTP5 8" oc +A35 8" oc L3.3 2018 IBC/NDS 2018 - Shear Wall Bolts Table 12E BOLTS: Reference Lateral Design Values, Z, for Single Shear (two member) Connectionsr,2s,4 for sawn lumber or SCL to concrete Thickness N Lim- C c 'T am "r d o C a O q m G C 0 - m m E EL � W a� 3 W CE E m 9 s C` n 82 2 mF c9w cI�zo woc u12 ZZL ZII ZL ZZL ZII ZL 41 ZL tm It. 0 in. in. I in. lbs. lbs. Ibs. Il I lbs. lbs. lbs. lbs. lbs. lbs. 112 590 340 590 W660 310 640 29O 530 2DD 518 SO A20 850 410 910 350 600 330 780 323 1-112 3M 1200 460 1190 Also 1130 370 1120 390 1100 350 718 158D 600 1640 40C 1360 410 1330 3DO 128D 37D 1 180D 640 1760 530 1560 440 1520 420 146D 41D 112 64D 360 630 36C 580 320 580 310 560 31D 518 91D 490 900 480 840 400 830 390 810 370 1314 314 123D 540 1220 sm 1160 430 1140 420 1120 410 6.0 716 1630 580 1610 57C 1540 470 1520 460 149D 43D 209D 630 4 2D60 61C 1820 510 1770 4DO 171D 47D and greater ill 73Q 41D 730 400 70Q 360 690 340 680 34D 518 1070 540 1060 530 980 480 960 470 940 460 2-112 314 14DD 710 1380 7D0 1290 620 1270 6D0 124D 580 718 179D &30 1770 BE 1660 680 1640 660 160D 61D 1 223D 90D 2210 880 2080 730 2060 7DO 203D 68D 112 73D 470 730 47C 700 430 690 410 690 400 518 1140 620 1140 61C 1090 550 1080 530 1070 620 3-112 314 165D 780 1640 770 1540 680 1510 670 147D 66D 718 21UD 960 2010 96C 1910 570 1i380 850 184D 82D 1 255D 1190 2.520 118C 2340 1020 2310 980 2260 950 l _ Tabulated lateral design values, 7, for bolted connections shall be multiplied by all applicable adjustment factors (see Table 11 3.1)_ 2_ Tabulated lateral design values. Z, are for "full -body diameter' bolts (see Appendix Table L1) with bolt bending yield strength, F,b, of 45,000 psi. 3. Tabulated lateral design values, Z, are based on dowel bearing strength, F� of 7,500 psi for concrete with minimum f,'-2,500 psi. 4. Six inch anchor embedment assumed - Model No. Sill Size Fasteners (in.) Allowable Loads Sides Top Uncracked Cracked Wind and SDC A&B°•8 I SDC C-F- Wind and SDC A&B- I SDC C-F- Uplift I F7 I Fz I Uplift I F7 I F2 Uplift I Ft I F2 Uplift I F7 I F2 Standard Installation -Attached to DF/SP Sill Plate MASA or MASAP 2x4, x6, x8, x10 (3) 0.148 x 11/ (6) 0.148 x l 1h 920 11,47511,0951 745 11,23511,0451 750 11.4751 875 660 11,2351 765 3x4, 3x6 (5) 0.148 x 11h (4) 0.148 x 1 %z 630 11,1651 725 1 550 11,0201 725 1 475 11,1651 725 1 415 11,0201 640 One -Leg -Up Installation -Attached to DF/SP Sill Plate MASA or MASAP 2x4, x6, x8, x10 (6) 0.148 x 11/z (3) 0.148 x 1/2 755 965 995 660 845 995 570 965 930 500 845 810 3x4, 3x6 (7) 0.148 x 11h (2) 0.148 x 11h — 1 760 1 — I — 1 685 1 — I — 1 760 1 — — 1 685 1 — Two -Legs -Up Installation -Attached to DF/SP Sill Plate and Rimboard MASA or MASAP 2x4, x6, x8, x10 (9) 0.148 x 1 % — 810 1,105 865 740 965 755 620 1,105 630 560 965 550 Double 2x Installation -Attached to DF/SP Sill Plate MASA or MASAP Double W. (5) 0.148 x 11/2 (2) 0.148 x 1 h 840 1,030 785 735 900 785 635 1,030 785 555 900 785 Double 2x6 1 Standard Installation -Attached to Hem Fir Sill Plate 3) 0.148 x 11h (5) 0.148 x 11/0(4)0.l48xl1hj (6)0.148xll/21 790 535 11,2501 11,0051 940 625 640 475 1,06 0 1 875 900 1 625 1 650 55 1 410 25 570 60 1 355 550 One -Leg -Up Installation -Attached to Hem Fir Sill Plate and HF/SPF Stud 2x4, x6, x8, x10 (6) 0.148 x 1 %z (3) 0.148 x 1 Ye 650 1 830 1 855 1 565 1 725 1 855 1 490 1 830 1 795 1 430 1 725 1 695 MASA or MASAP 3x4, 3x6 (7) 0.148 x 1 %z (2) 0.148 x 1 Ye — 1 670 1 — I — 1 590 1 — I — 1 670 1 — I — 1 590 — Two -Legs -Up Installation — Hem Fir Sill Plate and HF/SPF Rimboard MASA or MASAP 2x4, 6, x8, x10 (9) 0.148 x 11h I 700 950 1 745 1 635 1 830 1 650 1 545 1 960 1 540 1 480 1 830 1 475 Double 2x Installation —Attached to Hem Fir Sill Plate MASA or MASAP Double 2x4, (5) 0.148 x 1 h (2) 0.148 x 1 h 720 890 675 630 775 675 545 890 675 555 775 675 Double 2x6 Wall Type P1-6U Capacity 144-plf (E) Sill Plate 2x Single5/8"t� Bolt Capacity 1376# 5/8"t� Anchor Bolt Spacing 60" oc MASAP Anchor Capacity 1060# MASAP Anchor Spacing 60" oc P1-6 240-plf (E) 2x 1376# 60" oc 1060# 52" oc P1-4 350 If E 2x 1376# 46" oc 1060# 36" oc P1-3 450 If E 2x 1376# 36" oc 1060# 28" oc P1-2 820 If W 2x 1376# 20" oc 1250# 18" oc P2-4 700-plf (E) 3x 1712# 28" oc 875# 15" oc P2-3 900 If E 3x 1712# 22" oc 875# 11 " oc P2-2 1640 If 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 1/20/2021 PANEL MINIMUM WIDT1 OF NAILED FAGS OF FRAMING@ ANCHORAGE TO CONCRETE SEISMIC WIND WALL SHEATHING EDGE ADJOINING PANEL EDGES Q MUDSILL FACENAILING FRAMINGCLIPS Q CAPACITY CAPACITY TYPE NAILING PLATE 4Q Q h/b=2 h/b=2 SINGLE BUILT-UP ANCHOR BOLTS MUDSILL ANCHORS Q h/b=3.5 IVb=3.5 MEMBER MEMBER Pi-6 1 SIDE 6" oc 2z 2x 2x 6" oc A35 @ or27" oc MASAP @ 52" oc 240-pif 240-pIf LTP4 @ 27" oc 194 pIf 194-pIf P14 1 SIDE 4" oc 2x 2x 2x 4' oc A35 @ 18" oc of %"0 @ 46" oc MASAP @ 36" oc 350-pIf 350-pIf LTP4 @ 18" oc 284 pIf 284 pIf Pi-3 1 SIDE 3" oc 3x (2)2x 2x 3" oc A35 @ 14" oc or %-0 @ 36" oc MASAP @ 28' oc 450-pIf 450-pIf LTP4 @ 14oc 368-pIf 386-pIf Pi-2 1 SIDE 2"- 3x (2)2x 2. 2"- A35 @ F oc 3%"0 @ 20" oc MASAP @ 18'.. 590.PIf 820-pIf4 LTP4 @ Yy¢" oc 78-pIf 669-pIf P2-4 2 SIDES 4"oc 3x (2)2x 3. (2) Rows, 4" oc A35 @ 18" oc and %"0 @ 28" oc MASAP @ 15' oc 700.PIf 700-pIf LTP4 @ 18' oc 568-pIf 560-pIf P2-3 2 SIDES 3" oc 3x (2)2x 3x (2) Rows, 3' oc A35 @ 14" oc and "0 @ 22" oc MASAP @ 11' oc 900.PIf 900-pIf LTP4 @ 114' oc 733-plf 733-pIf P2-2 2 SIDES 2" oc 3x (2)2x 3x (2) Rows, 2" oc A35 @ 8" oc and"0 @ 12" oc MASAP @ 7" oc 1180-pIf 1 fi40.plf TP4 @ 8' oc g57-pIf 1338-pIf SHEAR WALL SCHEDULE NOTES (SECTION 4.3.7.1.1) Xe. DEB oflam" PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'x8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. Q (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. MAXIMUM STUD SPACING SHALL BE 16'oc. SHEATHING NAILS SHALL BE 0.131"0 x 2)2'. PLYWOOD EDGE NAILING SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST FROM THE PANEL EDGES. I INTERMEDIATE NAILING (12' oc) I 1 1 II 1 _ rl� " PANEL EDGE NAILING PER SCHEDULE (STAGGERED) MIN Q (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. SINGLE MEMBER (FLATWISE) t-j-- PER(3) N__—STUD, PLATE, BLOCKING, RIM, PERQ OR OTHER FRAMING MEMBER II MIN MIN ADJOINING PANEL EDGES BUILT-UP MEMBER PER(3) STUD, PLATE, BLOCKING, RIM, ® OR OTHER FRAMING MEMBER _ Q Q Q MIN ADJOINING PANEL EDGES LIOINING'PANEL EDGES 4Q FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF 1A'. FRAMING NAILS SHALL BE 0.131"0 x 3&" 0.131"0 z 3" NAILS MAY BE USED WHEN STITCHING TOGETHER (2)2x MEMBERS WITH NO SPACERS. Q AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TO FASTEN BUILT-UP MEMBERS. USE 0.131"0 x 2}4" NAILS AT LTP4 CLIP WHEN INSTALLED OVERX" SHEATHING. Q LAP RIM OPTION LAP PLATE OPTION A35 OPTION LTP4 OPTION ® (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 WITHINy,, OF THE EDGE 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 THAT HALF OF THE PLATE WASHERS ARE WITHIN J¢" OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED. Wx3"W.229" PLATE ANCHOR BOLT OPTION MUDSILL ANCHOR OPTION X" MAX n Imo/ aft .l' \ —CONCRETE STEM WALL 7 ". ".' —CONCRETE STEM WALL ::. PER PLAN '.......:yy,...: PER PLAN P.T. MUDSILL P.T. MUDSILL (ANCHOR BOLT OPTION) LV (MUDSILL ANCHOR OPTION) L3.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Miscellaneous BTL F—=F—= 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Solid Column FwFc = 800 psi Emin = 440 ksi Visually graded lumber (Dimensional) _- CD = 1.00 Emin = 440 ksi No Fire Rating FwCM = 1.00 1= 9.0 ft Hem -Fir Stud FwC, = 1.00 d = 5 1/2 in CF = 1.00 Ke = 1.0 Fc ' = Fc * CF Fc* = Fc CD CM CI CF Fc*= 800 psi Cp = 0.743 F,.' — 594 psi le = 108.0 In 1�d = 19.6 r l r z 1 1+1 FIE * J l+l FIEF . 1 F�E�c* Cp =Kf l F — l — 2c 2c c J � FEE = 938 c = 0.8 Kf= 1.0 STUD HF Plate Crushing (1) 2x6 4904 3341 (2) 2x6 9807 6683 (3) 2x6 14711 10024 (4) 2x6 19614 13365 (5) 2x6 24518 16706 0. = E rrin ( I/ ) 2 ed DF Plate Crushine 5156 10313 15469 20625 25781 Date: 1 /27/2021 Page: M 1.5 BTL F—=F—= 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Solid Column FwFc = 800 psi Emin = 440 ksi Visually graded lumber (Dimensional) _- CD = 1.00 Emin = 440 ksi No Fire Rating FwCM = 1.00 1= 9.0 ft Hem -Fir Stud _ C, = 1.00 d = 3 1/2 in CF = 1.00 Ke = 1.0 Fc ' = Fc * CF Fc* = Fc CD CM CI CF Fc*= 800 psi Cp = 0.416 F,.' — 333 psi le = 108.0 In 1�d = 30.9 r l r z 1 1+1 FIE * J l+l FIEF . 1 F�E�c* Cp =Kf l F — l — 2c 2c c J � FEE = 380 c = 0.8 Kf= 1.0 STUD HF Plate Crushing (1) 2x4 1746 2126 (2) 2x4 3492 4253 (3) 2x4 5237 6379 (4) 2x4 6983 8505 (5) 2x4 8729 10631 0. = E rrin ( I/ ) 2 ed DF Plate Crushine 3281 6563 9844 13125 16406 Date: 1 /27/2021 Page: M 1.6