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REVIEWED RESUB 1 BLD2021-0220+Structural_Analysis_or_Calculations+3.19.2021_5.05.18_PM+2102871RESUB Mar 22 2021 BLD2021-0220 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT TR International 22817 - 102ND PL W Edmonds, WA 98020 Commercial Tenant Improvements (Permit Structural Calculations) ARTIFEX Project No. p21-0004 Mar 17th, 2021 EXPIRES 7I10I ?-ozI Index of Calculations: 1. Project Summary and Loading ................................................ 3-9 2. Gravity Framing Key Plan ........................................................ 10 3. Gravity Framing Check.............................................................. 11 - 25 4. Lateral Analysis.......................................................................... 26 - 32 Artifex Engineering JOB TITLE 29 Palms Spotlight Solar 11071 st ave. Suite 1304 Solar Carports Seattle, WA JOB NO. p20-0016 SHEET NO. 360-620-4613 CALCULATED BY Dmunn DATE 8/1/20 CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 - 16 Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 1.0 hr Floor = 2.0 hr Building Geometry: Roof angle (9) 4.00112 18.4 deg Building length (L) 118.0 ft Least width (B) 90.0 ft Mean Roof Ht (h) 25.0 ft Parapet ht above grd 25.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 25.0 psf 200 to 600 sf: 25 psf over 600 sf: 25 psf N/A Floor: Typical Floor 50 psf Partitions 15 psf Partitions N/A Partitions N/A Partitions N/A Artifex Engineering 1107 1st ave. Suite 1304 Seattle, WA 360-620-4613 Seismic Loads: ASCE 7- 16 Risk Category : II Importance Factor (1) : 1.00 Site Class: C Joe TITLE 29 Palms Spotlight_ Solar _ Solar Carports JOB NO. p20-0016 SHEET NO. CALCULATED BY Dmunn DATE 8/1/20 CHECKED BY DATE Strength Level Forces Ss (02 sec) = 128.00 %g S1 (1.0 sec) = 45.00 %g A site specific ground motion analysis is required for seismically isolated structures or with damping systems Fa = 1.200 Sms = 1.536 SOS = 1.024 Design Category = E Fv = 1.400 Sint = 1.386 SDI = 0.924 Design Category = E Seismic Design Category = E Redundancy Coefficient p = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 2 Structure Type: Light Frame Horizontal Stmct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 25.0 It See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Qo) = 2.5 Deflection Amplification Factor (Cd) = 4 SOS = 1-000 (Sds modified for Cs & Ev calculation since SD, = 0.924 meets ASCE 7 section 12.8.1.3) Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 028os D Special Seismic Load Effect (Em) = Emh +1- Ev = 00 QE +/- 0.28m D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Budding period coat. (CT) = Approx fundamental period (Ta) = User calculated fundamental period. (T) = Long Period Transition Period (TL) = Seismic response coef. (Cs) = need not exceed Cs = but not less than Cs = USE Cs = Model & Seismic Response Analysis ALLOWABLE STORY DRIFT Permitted 0.020 Crhn�= 0.272 sec x=0.76 sec = Cie +/- 0.200D QE = horizontal seismic force = 2.5Qe +/- 0.205D D = dead load Cu= 1.40 Tmax = CuTa = 0.381 Use T = 0.272 ASCE7 map = 8 Sdsl/R = 0.154 Sd1 I /RT = 0.254 0.5'S11/R = 0.044 0.154 Design Base Shear V = 0.154W Permitted (see code for procedure) Structure Type: All other structures Allowable story drift 4a = 0.020hsx where hsx is thestory height below level x Artifex Engineering 11071st ave. Suite 1304 Seattle, WA 360-620-4613 JOB TITLE 29 Palms Spotlight Solar Solar Carports JOB NO. p20-0016 SHEET NO. CALCULATED By Dmunn DATE CHECKED BY Wind Loads - MWFRS hS60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) = 0.95 Base pressure (qh) = 19.8 pat GCpi = +/-0.18 Wind Pressure Coefficients DATE Edge Strip (a) = 9.0 ft End Zone (2a) = 18.0 ft Zone 2 length = 45.0 ft CASE A CASE B e = 18.4 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 13.8 6.6 -5.3 -12.4 2 -10.1 -17.2 -10.1 -17.2 3 -5.7 -12,8 -3.8 -10.9 4 -4.7 -11.8 -5.3 -12A 5 11.5 4.3 6. -2.2 -9.3 1 E 19.0 11.9. -5.9 -13-0 2E -17.6 -24.7 -17.6 -247 3E -9.7 -16.9 -6.9 -14.0 4E -8.7 -15.8 -5.9 -13.0 5E 15.6 8.5 6E -4.9 -12.1 Parapet Windward parapet= 29.6psf (GCpn=+1.5) Leeward parapet=-19.8psf (GCpn=-1.0) Horizontal MWFRS Simple Diavhraum Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 18.4 psf Roof 4.4 psf " End Zone: Wall 27.6 psf Roof -7.8 psf " Longitudinal direction (parallel to L) Interior Zone' Wall 13.6 psf End Zone: Wall 20.5 psf NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. 8/1 /20 Windward roof overhangs = 13.8psf (upward)add to windward roof pressure iliiii■iiiii:iiiii IliiiiUNiii.iiii ,lam- Artifex Engineering 1107 1stave. Suite 1304 Seattle, WA 360-620-4613 JOB TITLE 29 Palms Spotlight Solar Solar Carports JOB NO.p20-0016 SHEET NO. CALCULATED BY Dmunn DATE 8/1/20 CHECKED BY DATE Wind Loads - h:560' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) = 19.8 psf GCpi = +/-0-18 Enclosed bldg, proodure doesn't apply Roof Angle (0) = 18A deg ASCE 7-16 procedure B= 90.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 32.5 ft Roof eave height = 17.5 ft Total end wall area if soild (Ae) = 2,250.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward-(GCpf)leeward] Ka Ks Solidarity ratio (0) = 0.667 n= 5 KB = 0.8 KS = 1.348 Zones 5 & 6 area = 2,059 sf 5E & 6E area = 191 sf (GCpi) windward - (GCpf) leeward] = 0.720 p = 15.3 psf Total force to be resisted by MWFRS (F) = 34.5 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. Artifex Engineering 1107 1st ave. Suite 1304 Seattle, WA 360-620-4613 CASE A RANGE , b ac 2.5 h 2 is negative JOB TITLE 29 Palms Spotlight Solar_ Solar Carports JOB NO. p20-0016 SHEET NO. CALCULATED BY Dmunn DATE 811120 CHECKED BY DATE CASE B RANGE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones es s "2s b %2 If 2 is negan, 1 %TMDIRECITON Ta fi7 0 Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones Project name: Project no.: Artifex Engineering Computed by: M Date: Consultants Page: Checked by- Gf CK\J,� � -19 nr p AA•h l orf US2 - 4 aS- h�� lfi load Sec A } u n `�03.1 rxtr 1=AGI�}TI�9 I� ; 50 e PWTtTiCt+EB 20 f r�8 - �Iv�4't- r ca wo MW SOP' 2b (iO) �y - 81134Y�rS�y�� .+ {.A,APs N -1 V5 f ��+pPµf`� bat • Irk, Crt v IJ, Pf ■ 4 f0 { 8Fr 4 sip GCO t 0la PARNWAKE{ t , 10 eEARW WALL SYSTEM $ ■ i" LWAT FRAM "l.SrW= °OWBAR PANELS 16112 CWWS C C4 r VA23 00t + 0." ffWVALV4r trAVFkAL f (or L&I,��,a Food � C trr, , -- -�---� IL --- I---- -- 6x6 POST EI.OW \ 22 Sa IN VENTS 0 24' O. \ W' x 1P = B50 SOD HENNi SEi 1'-O' a i I U O ELEVPiORNR \ u ON CRO TINE SOFfl %/ P" UA flff I 1 N NS N' AND IESODD TEU AASSS EMBLY \\ N FOR RFLff T SEE MECN 5 I \ a aNa / \\ 0 / EAVL KN $ 1WX 11 -220 SO. N. I Ia %A)E HEIGHT 0 A•- — — — VEN7%C ---- ZONE y7 11 OS.F.7 ONN SPoUi F--� I I 30' x 11' - 330 Sa . DINA SiC L E FD %AT ROG (1 I yg% 0 24 00 %6A8 YONO % ROOF TRUSSES III FLAT ROOF SNYLICHTI 0 24' O.0 6:12 %TCH 20'-0° WgTS 90X iP = BG0 So %. p 1 1 1 LENGTH 36' FAIL I _ I 111r oMANc I I+ I ZONE 4 - 2225.0 SF. / / i 1�1N 330 SO. / IN 20'x11'=2 SO. M. / I M C NE7AL F h CA T ROOFS •y�1 1. XECHr It•-0' / I SOPRENA YEMBR MAYAIA SiANDR! SEAM 24 GAUGE MC Y METPi TORCH- NECHAN - LOCA UNITS PER / a / RO�/G2fINC W/ 1B. BS MECHAWCA AN 0 OR,RNIF%w`�S REWT D SIRIICTUR ORANNTG$PLYWO no X tf IS IAPPm BUROING LAPPED12�0 PAPER 2. SQ. IN. r 3 I I I I /Fr I xaP s�EN ^� I PROMDE VENTED Po9DVAJLS E 0 CURB UP 0 r MIN x it 51.ML MiG P SDO!(ff0 FLOW - RIDGE VENT NG EAVE 14NR 440 SO. IN 154 SQ: IN. / F SN T BY / — %NA n PEPoIC R DRAFT STOPPING Z E / F. PER IBC 717.3tAL F./1 Vfl0 DRAIN $ 2: xi2Y100 x 144 S0. ITT IT 00' SRTOVIDD 5 ANC E- PRffAB MOND % CH ROOF TRUSSE PITCH 2O-0' E C / LENGTH 36' i S � / AEFER TO LIf.4 FOR I W TO /RI�DGEDOETAlS.J - --Imnn Blur ura<----- — ------ ------- — ----- ------- — — — — — — — ' RPJGE \ / PER PER 24' O.C. F 2 WON C{ - 770 S0.5'- BILCO ROOF Aipl \ I RIDGE" \ I I / I PREFAB MONO PI ON ROOF TRUSS PRONE DRAFT STOPPING < 30 0 0 TYNCAL METAL 100f \ I 20.5 15/32 120• - 2460 S.F. ZONE STRUCTURAL WOOD PA - PER HC is 1(2" M 0 � MAXIMA STAND 24 CAUCE MCE SEAM \ OY MEiAI\ 0 24' O.C. S'12 LENGTH W T PITG 20-D' / / A777 C I S.F. VOTING FOR SLOPED R 50 SF. OF ROOF R IRC 120 ..3 _ ROOFNG W/ i W//2 - 95 \ GP \\ I / = DR2M, REW 4 FD 1 AEA 1 1R. %DC{ IS 'INS. 17L &1 SF. SD. 'n .N 6 - I Y FLYWD R (�G F PEA \ \ 2 ! / 253D 2361 .IN ED IN IS REWIRED z s S C7URAL - LAPPED BIALDW M'N LAPPED PAPER tiM \ I // %A ENE GNi 01t'-0 i I L__ �Y OMVWsmr il— ---- VENi@SCfPITS i20 INs 2w. '=,32G _ ------- ------� ---- — ------- ------- --- m_IN AT E VES AT NORTH ELEV. — — — — — — — ------- ------� 36' 0 ANCS THROVE YAN Y 7tl-M W-0' 3U-0' I6-0' 70' NEW STRUCTURAL MEMBER KEY MAP SUITE B LONGEST COMMON PATH OF EGRESS TRAVEL: 83'-6" (SPACE THAT ONLY REQUIRES — ONE EXIT) mi A CODE SUMMARY J Lj� 1/4° = Y- 0' (s��x SW4 CODE SUMMARY s(oF e NUMBERS SHOWN ARE MAXIMUMS I. OCCU—(5) PER ROOM - BASED ON TABLE DU04.1.2 OF THE I.B.C. O B GROUP - OFFICE: 1 OCCUPANT PER 150 SOUARE FEED O = B GROUP - SMALL ASSEMBLY: 1 OCCUPANT PER 15 SQUARE FEET O= B GROUP - STORAGE: 1 OCCUPANT PER 300 SQUARE FEET OB GROUP - EXERCISE ROOM: 1 OCCUPANT PER SO SQUARE FEET 2. 1YPE OF OCCUPANCY LOAD APPLIED - &SE ON THE ABOVF LETTER B I OCCUPANTS = 2T54 2 OCCUPANTS = 44.12 3 OCCUPAM5 = 0.91 TR INTERNATIONAL 4 OCCUPANTS = 3.26 2CID7 10RUNOPL c TOTAL OCCUPANTS: 75.83 = 76 ACC. EDMONDS, WA 9A920W (2 EXITS REQUIRED; 3 PROVIDED) Sint fl NUMBERS SHOWN PRE MAXIMUMS L OCCUPANT(S) PER ROOM - BASED ON TABLE 1004.1.2 OF THE 13C, EXITO - B GROUP - OFFICE: 1 OCCUPANT PER 150 SQUARE FEET 2 B GROUP -SMALL ASSEMBLY: 1 OCCUPANT PER 15 SQUARE FEET BURGESS DESIGN LOBBY AREA AND ASSOCIATED 1 .: CORRIDOR TO BE UPGRADED TO A CORRIDOR 2. TYPE OF OCCUPANCY HIM APPLIED - BASED ON THE ABOVE LETTER S 1 OCCUPANTS = 896 ONE HOUR CORRIDOR REFER TO 2OCCUPANTS (1Oz) =9.96 DETAILS. TOTAL DccDPANTe: 18.92 = 19 occ. (1 EXIT REQUIRED; I PROVIDES) EXIT EGRESS SUMMARY M A TOTAL APPROXIMATE SUITE AREA: 5.409 OF .................................. TOTAL OCCUPANCY: 97 OCCUPANTS EGRESS WIDTH PER OCCUPANCY: 22' ' ' ' MINIMUM EGRESS WIDTH REQUIRED: S-8' . . .... . .... . . . . .... " . .... . .... ....... COMMON PATH OF TRAVEL ALLOWED: 75'-0° (PER IBC TABLE 1006.2.1 FOR SPACES ONLY REQUIRING 1 E%R AND UNDER 30 OCCUPANTS) MAXIMUM EXIT ACCESS TRAVEL D19MCE TO EXIT ALLOWED: B OCCUPANCY 1WTHOM SPRINKLER SYSTEMS PER TABLE 1017.2 = 200' RE - FIRE EXTINGUISHERS: 75'-0' MINIMUM DISTANCE BETWEEN ARE EXTINGUISHERS, GC, TO VERIFY ACCURACY pO IS. FIRE EXTINGUISHER LOCARONS NOTE PAN OE EGRESS ILLUMINATION PER IBC 10O6. CONTRACTOR IS RESPONSIBLE FOR °ie1isena1 "°' DESIGN OF THIS SYSTEM! UNDER THE DEIGN BUILD CONTRACT, VERITY WITH BUILDING MANAGEMENT'S EXISTING SYSTEM AND PROVIDE FULL COMPLIANCE TO NEW TENANT SPACE av/is/is � TOTAL91fl APPROXIMATE AREA: 1,494 OF 0 OCCUPANTS TOTAL OCCUPANCY: 24 OCCUPANTS EGRESS WIDTH PER OCCUPANCY: 0.5' MINIMUM EGRESS WIDTH REQUIRED: 3'-8° S W 5 COMMON PATH OF TRAVEL ALLOWED: 75'-0° (PER IBC TABLE 1006STI FOR SPACES ONLY REQUIRING 1 DOT AND UNDER 30 OCCUPANTS) SUITE A MAXIMUM EXIT ACCESS TRAVEL DISTANCE TO EXIT ALLOWED: 735, B OCCUPANCY WITHOUT SPRINKLER SYSTEMS PER TABLE 10170 = 20D' O /•f FIRE D 11 .1K v�iw RE - EXSNGUISHERS: 75'-0' MINIMUM DISTANCE BETWEEN ARE EXTINGUISHERS, GC, TO VERIFY Y SST ACCURACY �CFFE FIRE EXTINGUISHER LOCATIONS 6 1 S W 6 DEONNE F THIS ILLINITION SYSTEMUAUNDERREI IBC THE DEIGN BUILD CO CTOR "I'ST.S VERITYNSIBLE A. BIIOI DING MMALEET'S EXISTING SYSTEM AND PROVIDE FULL OOMPENCE TO NEW TFNANT SPACE l\ �o I �o M� 0_o1,1_aom (D = SUITE A — F— L LONGEST COMMON PATH OF EGRESS CODE SUMMARY TRAVEL: 57'-0" G.0.2 Project name: Project no.: Artifex Engineering Computed by: MAN& FdphhUly'- Date: I Ib na k Consultants Page: ' Checked by: HEADER DESIGNS 4-0 p v D L� W, �l y� wJ O' h S S �� .� �)Spf� 9_ A -C)Ot9: PL) 0-,W 10- 1 O'*f aL 3µ-�AW �p ,- C-,?75 �-1 --)L- IS W:-7P0ff- @ r -t� 2 S I� k.J4 s (�-5' -� ")SW CL z L490-oL-) - 031si V ; 0.37ititg, F 0. k57Jp11DL- Project name: Project no.: Artifex Engineering Computed by: Mdrai Date: 3 I titi �7n�� Consultants Page: a 4 Checked by: 14.25' BEAM @ GRID A.5 4 B1 11A•V !d, r. q .5 % \TAB ) ( -�SQs(c4 -f Df off r4 A D—) , o.�"S'iS ECLfk k 0.13-19-kLkL �- 0.L(Z1 Skt f-got_ w� �q�s4 dnb �aSPs( D.Spsf st O�,sF � p.�z.�il5 k��-,ten a.au�17CKL�rL -t 0.104skLa el— l� , —�--- 31 f W7: 0Y 1,�, )CQSVtLL h DSe-1fI k DOPr' 03 : 0,a�0kLFiL4- azstF.Lfi4 a- 0.a0 KLfpL. Project name: Project no.: Artifex Engineering Computed by: Date: Consultants Page: Checked by: C 4 Ch\tc k co B 1 �2er�c U�t ak lopo0 r �rti�^ r tr Lail �� S�wr Leh er (A, D.r F(Dr, :FM,e-aIL l/ �� Yv-,e- L Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:56PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO H1 4' Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 1,000.0 psi Load CombinatiASCE 7-10 Fb - 1,000.0 psi Fc - Prll 1,500.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.2) Lr(0.25) S(0.25) WAI Span = 4.0 ft E : Modulus of Elasti Ebend- xx 1,700.0 ksi Eminbend -x 620.Oksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, Lr = 0.250, S = 0.250 , Tributary Width = 1.0 ft, (W 1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.481: 1 Maximum Shear Stress Ratio = 0.308 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 719.72psi fv: Actual = 63.81 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.000ft Location of maximum on span = 3.547ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 2343 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 1291 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.276 0.177 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.03 1170.00 0.32 28.64 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.443 0.284 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.91 719.72 1625.00 0.70 63.81 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.481 0.308 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.91 719.72 1495.00 0.70 63.81 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.382 0.245 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.78 620.55 1625.00 0.61 55.02 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.415 0.266 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.78 620.55 1495.00 0.61 55.02 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.093 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 193.82 2080.00 0.19 17.18 288.00 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:56PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.2068.24 DESCRIPTIO H1 4' Header Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0372 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.907 0.907 Overall MINimum 0.500 0.500 D Only 0.407 0.407 +D+Lr 0.907 0.907 +D+S 0.907 0.907 +D+0.750Lr 0.782 0.782 +D+0.750S 0.782 0.782 +0.60D 0.244 0.244 Lr Only 0.500 0.500 S Only 0.500 0.500 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:56PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO H2 T Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 1,000.0 psi Load CombinatiASCE 7-10 Fb - 1,000.0 psi Fc - Prll 1,500.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Df0.6751 Lrf0.3751 Sf0.3751 2-2x6 Span = 3.0 ft E : Modulus of Elasti Ebend- xx 1,700.0 ksi Eminbend -x 620.Oksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.6750, Lr = 0.3750, S = 0.3750 , Tributary Width = 1.0 ft, (W 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.629 1 Maximum Shear Stress Ratio = 0.486 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 940.38psi fv: Actual = 100.67 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 3703 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 1318 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.518 0.400 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.76 605.67 1170.00 0.71 64.84 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.579 0.447 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.19 940.38 1625.00 1.11 100.67 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.629 0.486 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.19 940.38 1495.00 1.11 100.67 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.527 0.408 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.08 856.70 1625.00 1.01 91.72 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.573 0.443 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.08 856.70 1495.00 1.01 91.72 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.175 0.135 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 363.40 2080.00 0.43 38.90 288.00 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:56PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.2068.24 DESCRIPTIO H2 T Header Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0273 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.580 1.580 Overall MINimum 0.563 0.563 D Only 1.018 1.018 +D+Lr 1.580 1.580 +D+S 1.580 1.580 +D+0.750Lr 1.440 1.440 +D+0.750S 1.440 1.440 +0.60D 0.611 0.611 Lr Only 0.563 0.563 S Only 0.563 0.563 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:57PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO H3 7.5' Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasti Load CombinatiASCE 7-10 Fb - 1,650.0 psi Ebend- xx 1,700.Oksi Fc - Prll 1,350.0 psi Eminbend - x 900.0 ksi Wood Species SP/SP Fc - Perp 650.0 psi Ebend- yy 1,500.Oksi Wood Grade 24F-V4 Fv 210.0 psi Eminbend - y 790.Oksi Ft 975.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling �c>rN�1�Y(�Icl 5.125x9 Span =7.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.6750, Lr = 0.3750, S = 0.3750 , Tributary Width = 1.0 ft, (W 1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.46ft 1 Maximum Shear Stress Ratio = 0.429 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,290.97psi fv: Actual = 103.65 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 241.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.750ft Location of maximum on span = 6.761 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio = 1773 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.143 in Ratio = 628 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.386 0.354 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.81 833.66 2160.00 2.06 66.94 189.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.430 0.395 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.44 1,290.97 3000.00 3.19 103.65 262.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.468 0.429 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.44 1,290.97 2760.00 3.19 103.65 241.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.392 0.360 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.78 1,176.64 3000.00 2.91 94.47 262.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.426 0.391 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.78 1,176.64 2760.00 2.91 94.47 241.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.130 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.88 500.19 3840.00 1.23 40.16 336.00 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:57PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.2068.24 DESCRIPTIO H3 7.5' Header Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.1432 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.970 3.970 Overall MINimum 1.406 1.406 D Only 2.563 2.563 +D+Lr 3.970 3.970 +D+S 3.970 3.970 +D+0.750Lr 3.618 3.618 +D+0.750S 3.618 3.618 +0.60D 1.538 1.538 Lr Only 1.406 1.406 S Only 1.406 1.406 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 17 MAR 2021, 4:05PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO B1 14.25' Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasti Load CombinatiASCE 7-10 Fb - 1,650.0 psi Ebend- xx 1,700.Oksi Fc - Prll 1,350.0 psi Eminbend - x 900.0 ksi Wood Species SP/SP Fc - Perp 650.0 psi Ebend- yy 1,500.Oksi Wood Grade 24F-V4 Fv 210.0 psi Eminbend - y 790.Oksi Ft 975.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.195) Lr(0.2438) S(0.2438) X0.42751 Lr(0.2375) S(0.2375 5.5x12 Span = 14.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.4275, Lr = 0.2375, S = 0.2375 , Tributary Width = 1.0 ft, (W 1) Uniform Load : D = 0.1950, Lr = 0.2438, S = 0.2438 , Tributary Width = 1.0 ft, (W2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.645 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 2,575.44psi fv: Actual = 155.67 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 241.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.125ft Location of maximum on span = 13.262 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.334 in Ratio = 512 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.774 in Ratio = 221 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.678 0.468 0.90 1.000 1.00 1.00 1.00 1.00 1.00 16.11 1,464.82 2160.00 3.90 88.54 189.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.858 0.593 1.25 1.000 1.00 1.00 1.00 1.00 1.00 28.33 2,575.44 3000.00 6.85 155.67 262.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.933 0.645 1.15 1.000 1.00 1.00 1.00 1.00 1.00 28.33 2,575.44 2760.00 6.85 155.67 241.50 +D+0.75OLr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.766 0.529 1.25 1.000 1.00 1.00 1.00 1.00 1.00 25.28 2,297.78 3000.00 6.11 138.89 262.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.833 0.575 1.15 1.000 1.00 1.00 1.00 1.00 1.00 25.28 2,297.78 2760.00 6.11 138.89 241.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.229 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.67 878.89 3840.00 2.34 53.12 336.00 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 17 MAR 2021, 4:05PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO 131 14.25' Beam Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.7736 7.177 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.952 7.952 Overall MINimum 3.429 3.429 D Only 4.523 4.523 +D+Lr 7.952 7.952 +D+S 7.952 7.952 +D+0.750Lr 7.095 7.095 +D+0.750S 7.095 7.095 +0.60D 2.714 2.714 Lr Only 3.429 3.429 S Only 3.429 3.429 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAR 2021, 11:35PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO H5 3.0' Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 1,200.0 psi Load CombinatiASCE 7-10 Fb - 1,200.0 psi Fc - Prll 1,550.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 & Better Fv 180.0 psi Ft 800.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Df0.21 Lr(0.25) Sf0.251 2x6 Span = 3.0 ft E : Modulus of Elasti Ebend- xx 1,800.0 ksi Eminbend -x 660.Oksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, Lr = 0.250, S = 0.250 , Tributary Width = 1.0 ft, (W 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.450 1 Maximum Shear Stress Ratio = 0.417 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 806.50psi fv: Actual = 86.34 psi Fb: Allowable = 1,794.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 2940 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.022 in Ratio = 1627 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.257 0.238 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.23 360.22 1404.00 0.21 38.56 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.414 0.384 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.51 806.50 1950.00 0.47 86.34 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.450 0.417 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.51 806.50 1794.00 0.47 86.34 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.356 0.331 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.44 694.93 1950.00 0.41 74.40 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.387 0.359 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.44 694.93 1794.00 0.41 74.40 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.087 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 216.13 2496.00 0.13 23.14 288.00 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAR 2021, 11:35PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.2068.24 DESCRIPTIO H5 3.0' Header Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0221 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.678 0.678 Overall MINimum 0.375 0.375 D Only 0.303 0.303 +D+Lr 0.678 0.678 +D+S 0.678 0.678 +D+0.750Lr 0.584 0.584 +D+0.750S 0.584 0.584 +0.60D 0.182 0.182 Lr Only 0.375 0.375 S Only 0.375 0.375 Artifex Engineering Consultants Seattle, WA 360-620-4613 0 0 0 Project Title: Engineer: Project ID: Project Descr: Printed: 12 MAR 2021, 11:57PM Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO C1 at H4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Heigh 10 ft ( Used for non -slender calculations ) Wood Specie Douglas Fir -Larch Wood Grade No.1 & Better Fb + 1,200.0 psi Fv 180.0 psi Fb - 1,200.0 psi Ft 800.0 psi Fc - Prll 1,550.0 psi Density 31.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,800.0 1,800.0 Minimum 660.0 660.0 Axial Wood Section Name 2-2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 16.50 inA2 Cf or Cv for Compressioi 1.10 Ix 41.594 inA4 Cf or Cv for Tension 1.30 ly 12.375 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Faci 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 NDS 15.3.2 1,800.0 ksi Use Cr: Repetitive No Brace condition for deflection (buckling) along columns : X-X (width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis Unbraced Length for buckling ABOUT X-X Axis = 1( Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 35.761 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, Xecc = 0.250 in, D = 4.210, Lr = 3.190, S = 3.190 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4708 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-N 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-)� 0.01542 k Bottom along X-X 0.01542 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.436 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X-0.07739 in at 5.839 ft above base Fc: Allowable 957.12 psi for load combination : +D+Lr Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.006771 : 1 Bending Compression Tension Load Combination +D+S Location of max.above base 10.0 ft Applied Design Shear 1.402 psi Allowable Shear 207.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.581 0.2885 PASS 0.0 ft 0.004922 PASS 10.0 ft +D+Lr 1.250 0.458 0.4621 PASS 0.0 ft 0.006229 PASS 10.0 ft +D+S 1.150 0.488 0.4708 PASS 0.0 ft 0.006771 PASS 10.0 ft +D+0.750Lr 1.250 0.458 0.4126 PASS 0.0 ft 0.005558 PASS 10.0 ft +D+0.750S 1.150 0.488 0.4203 PASS 0.0 ft 0.006041 PASS 10.0 ft +0.60D 1.600 0.373 0.1516 PASS 0.0 ft 0.001661 PASS 10.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.009 0.009 4.246 Artifex Engineering Consultants Project Title: Seattle, WA Engineer: 360-620-4613 Project ID: 0 Project Descr: 0 0 Printed: 12 MAR 2021, 1 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 DESCRIPTIO C1 at H4 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+Lr -0.015 0.015 7.436 +D+S -0.015 0.015 7.436 +D+0.750Lr -0.014 0.014 6.638 +D+0.750S -0.014 0.014 6.638 +0.60D -0.005 0.005 2.547 Lr Only -0.007 0.007 3.190 S Only -0.007 0.007 3.190 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.0440in 5.839ft 0.0000in 0.000ft +D+Lr -0.0774in 5.839ft 0.0000in 0.000ft +D+S -0.0774in 5.839ft 0.0000in 0.000ft +D+0.750Lr -0.0690in 5.839ft 0.0000in 0.000ft +D+0.750S -0.0690in 5.839ft 0.0000in 0.000ft +0.60D -0.0264in 5.839ft 0.0000in 0.000ft Lr Only -0.0334in 5.839ft 0.0000in 0.000ft S Only -0.0334in 5.839ft 0.0000in 0.000ft Sketches c 0 LO 2 3.0 in ,Load 1 +X 10.590k 10.590k 1� Artifex Engineering Consultants [_cct -ai, Des, \� = Cs W -S s 2 Project name: Computed by: Checked by: A<�� i;-:- `7-1 5 %00$d-� 30 eri CPMa,r,� aE`QA �b4ar t'y U63 (da Project no.: Date: Page: .- (O °I )1/ tic- z DC) r(- a 51. 3 b k V Wk> 1 91NN O fist ( I Exier►o, Wad S i_iu_�2 1Spsr �hiar woUl Sir I-D v A A SSk k 1 to r h 1-p, (�i yw- •k S� g ►-� W k� A- � V4,dL pug CVtf�-d Code COr*pI'Q4 VEQfrom original drawings = 24.2 kips Csfrom original drawings = 0.123 (� �� Per ASCE 7-16 Artifex Engineering Consultants w ;ra qv �J a( but lavN5 a S,1 1 n MU = 105-s Ptif� Project name: Project no.: Computed by- Date: Page: Checked by: cap• Cock c a ld �� z q A o- i�.5` �a � 1 U% a I = () S a-1. b �f Used conservative values for wind pressures for this analysis S-.I9 x -7,b � 1511 pif %,5 x -1 $ - ( (0. -� p\r i i 0 0 o w o o I. 1 1 GD � of r'�� C>i•-�I►��ii�iii�� r' wry. II 1 a q 0 log .� Ir i O • �N�iI� �+ I!_�� Ili i t p.l G3 , 1 I tj o I� 0 0 0 0 EMPLOYEE ,O • •, iAR PT PLAN ., „_ mENGIN EE RING ca ®. L'Ft l' FaF77 EAST - WEST SHEARWALL LINES z �W Z ,' j ►. a..� ' 1 I a i I �� I m I � 1 t f7 m Oz�7�iii� Kc'k.2i H—uy-� u ��sajjr i.i�iaj n�aaa• � _� :. ^ ld: 1 `u►u �.� �titi' acre t� C. F O 1, i•�I.1 ie — �A3� .• ��. A _ e�il��.!�� L�� _._oo, �� _ � � • �T,�� _ • • 1 I I EXISTING SHEARWALL CHECK GRIDLINE TRIB WIDTH SHEAR ALONG GRID EXISTING SHEARWALL LENGTH STRENGTH AVAILABLE ALONG GRID A 10.00 3.47 39.50 14.89 B 15.00 5.20 52.25 19.70 C 15.00 5.20 37.00 13.95 D 13.00 4.51 45.42 17.12 E 9.67 3.35 20.50 7.73 F 16.67 5.78 70.00 26.39 G 10.00 3.47 55.75 21.02 89.33 320.42 1 10.00 2.54 52.33 19.73 2 14.88 3.78 30.83 11.62 3 10.25 2.61 60.17 22.68 4 10.25 2.61 44.00 16.59 5 7.25 1.84 32.50 12.25 6 10.00 2.54 23.75 8.95 7 7.75 1.97 21.25 8.01 8 8.63 2.19 18.75 7.07 9 10.13 2.57 28.75 10.84 10 11.88 3.02 35.00 13.20 11 14.38 3.66 8.00 3.02 12 6.50 1.65 15.33 5.78 121.88 EARTHQUAKE LOAD 30.99 K SHEARWALL STRENGTH 377 LB/FT From original as-builts shear wall table Design process for new openings at existing shear wall lines is to replace existing shear capacity where removed with demolition. At new locations along the same shear wall line and designed to current code force levels. Project name: I RL rProject no.: Artifex Engineering Computed by: Mcx,k Date: 311-Ijaua� Consultants \ IChecked by: Page: V Se S llunJc o�rid = o� �DI k NewSrq W&u Ip' LO '`ohON DAIS k U r�ew �011 6 u3sk M-Mk SuJt LAV, k IV z L� �I%5 K-?4— (I M9c� �1� qSF x 1.1'.t aogSF x Ia�S� x0.6 ktt� x�n'l� lO,q�d k-N' V si J alony of� 7.2 a b\ k Nea gvv-arv&u 13 S' O.S% IaS v5itt)A ir 11 vcra-A 'final wa\' OLkW5 l.y-o (00, a\ur,j Jr A 4 - U 4 -tvtf,\ ulorg LA uu� '!u • ®.bt- o,Lsas k -t-ola\ 5 h = i , "a4 K - - - .---�--� buo I< -RA- Mies z I lolcF xd r 2Y(x a' ) K. CA T (( 5.44 k-Fl- I \S,s- gCY3 *-Fr Project name: Artifex Engineering Computed by: M+��•otr.. Consultants Checked by: SQ;S a'��y �f-ta thew rwtrWa�k 13.S Project no.: Date: 3 11-I Page: r L o o,a All walls verified for both seismic and wind shear. New wall section maximum design shear loads equals 96 plf. Shear capacity of new sheathed walls is 377 plf which is larger than demand in every case. Maximum design shear per epoxy embed anchor bolt is 400 lbs. Shear capacity of new embed anchors is in excess of 1500 Ibs which is larger than demand. Use Simpson strong -tie set-xp adhesive anchoring system or equivalent. EXPIRES 7/10/ 9 I