The URL can be used to link to this page

Home My WebLink About1.0 flat eseal eng calcs - 3270A Lot 1Structural Calculations for: Plans 2370A Garage Left Projects West/Rueppell Home Design Lot 1 15116 Carter loop SE, Yelm, WA Thurston County EJ5 ENGINEERING, PLLC 10/21 /2025 Job #20241119BE WAS ` f Y t-� by Eric J E. DN: C- E="E n engineerin 7� Sniezak, P.E. CN='J,,finSnilllg, LTQ CN="Eric J Sniezak. Ey D te: 2025.j0.22 y �� 1 f;t?�60 t Designed By: T� Eric J. Sniezak, P.E. EJS Engineering, PLLC P.O. Box 511 Packwood, WA 98361 (360)880-0524 or (253)405-2200 eric@ejs-engineering.com EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs 183 Mountain View Dr Packwood, WA 98361 (360) 880-0524 /(253) 405-2200 Scope of Work Eric J. Sniezak, P.E. EJS Engineering, PLLC P.O. Box 511 Packwood, WA 98361 (360)880-0524 or (253)405-2200 eric@ejs-engineering.com EJS Engineering, PLLC was asked to provide structural calculations and structural plans to the designer/architect/owner/contractor for use in obtaining a building permit for the referenced project at the referenced location. The application and use of these calculations is limited to a single site referenced on the cover sheet. The attached calculations may or may not apply to other sites and the designer/architect/owner/contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact EJS Engineering PLLC for use at other sites. The scope of this agreement covers the design phase only. If site inspections are required by the building department, these will be performed at an additional hourly fee of $150.00 per hour (including travel time). Also, revisions to the original design will be billed at the hourly rate of $150.00 per hour-including site visits and travel time due to construction not following original engineering. EJS Engineering PLLC will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this locale. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, EJS Engineering shall have liability limited to the amount of the total fee received by EJS Engineering. All work done by EJS Engineering, PLLC is valid only for the specific project invoiced. Unless otherwise noted, payment for services are due at delivery. Failure to pay for services rendered will result in the invalidity of the professional stamp and will be reported to the proper state/county/city jurisdiction. Questions about the attached information should be addressed to EJS Engineering, PLLC Scope of Work 2 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs General Notes:Job #20241119BE 10/21/2025 Project: Plans 2370A Garage Left Projects West/Rueppell Home Design Lot 1 15116 Carter loop SE, Yelm, WA Thurston County Job #20241119BE Applicable Codes and Specifications: 2021 International Building Code [IBC] 2021 International Residential Code [IRC] ASCE 7-16 [ASCE] 2018 NDS/ASD Wood Design Manuals [NDS] ANSI/AF&PA SDPWS-2021 Special Design Provisions for wind and seismic [AF&PA] WABO-SEAW White Paper Snow Load Regulations and Engineering Practices [WABO-SEAW] Risk Category:II Vertical Loads: Dead Loads Live Loads RoofH (Heated)15 psf 25 psf [ASCE Tbl 4-1] RoofU (Unheated)15 psf 25 psf Floor 12 psf 40 psf [ASCE Tbl 4-1] Deck or Balcony 12 psf 60 psf [ASCE Tbl 4-1] Storage 12 psf 100 psf [ASCE Tbl 4-1] Timber Wall 10 psf n/a Concrete 150 pcf n/a Steel 490 pcf n/a Lateral Loads: IBC Seismic Design Criteria D (IRC SDC D2) Basic Wind Speed, V 110 mph [ASCE HAZARD] Allowable Stress Wind Speed, Vasd 85 mph [IBC 16-33] Exposure Category C Site Condition: Vertical Founation Pressure 1500 psf [IBC Tbl 1806.2] Lateral Bearing Pressure 230 psf/ft [IBC Tbl 1806.2] Ground Snow Load 30 psf Frost Depth 18 inches Jurisdiction: Thurston County [ASCE Tbl 1.5-1 & IBC Tbl 1604.5] General Notes 3 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Wind Loads Job #20241119BE Risk Category II Basic Wind Speed, V 110 MPH Wind Directionality Factor, Kd 0.85 [ASCE table 26.6-1] Exposure Category C [ASCE 26.7] Topographic Factor, Kzt 1.0 [ASCE 26.8] Enclosure Classification Enclosed [ASCE 26.10] net pressure top, ph 19.70 psf [ASCE table 27.6-1] net pressure bot, p0 18.10 psf [ASCE table 27.6-1] net pressure roof, pz 14.05 psf [ASCE table 27.6-2] [ASCE 27.4.7] walls 16.0 psf roof 8.0 psf Basic Load Combination = 1.0D + 0.6W [IBC 16-12] = 0.6D + 0.6W [IBC 16-14] Calc Min ph=19.7 16.0 19.7 psf p0=18.1 16.0 18.1 psf pz=14.0 8.0 14.0 psf Control Wind loads for the MWFRS (Main Wind-Force Resisting System) shall be determined in accordance with Chapter 26-30 of ASCE 7. Minimum design wind load shall be: Wind Loads 4 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Seismic Loads Job #20241119BE Diaphragms are considered flexible for wood framing [ASCE12.14.5] Simplified method used [ASCE12.14.1.1 & table 12.6-1] Seismic Design Category =D [ASCE Tbl 11.6-1] E=Eh+Ev [ASCE Eqn 12.14-3] Eh=QE [ASCE Eqn 12.14-5] Ev=0.2*Sds*D [ASCE Eqn 12.14-6] QE = effective horz. Seismic force = V V = F*SDS*W/R -Seismic Base Shear [ASCE Eqn 12.14-11] where SDS = 2/3*FaSS 1.20 g Fa = Acceleration based Site Coefficient 1.2 [ASCE Tbl 11.4-1] Ss = Mapped spectral accel.150%[ASCE Fig 22-1] F = # of stories modifier, 1.0, 1.1, 1.2; 1, 2, 3 stories 1 [ASCE 12.14.8-1] R = Response mod factor 6.5 Rwood [ASCE Tbl 12.14-1] 1.25 Rcanti [ASCE Tbl 12.2-1] W = The Effective Seismic weight **lbs ** Weights are as follows: Roofs 15 psf [ASCE 12.14.8-1 note 2] Floors 12 psf Walls 10 psf Basic Load Combination = 1.0D +0.7E [IBC 16-12] = 0.6D +0.7E [IBC 16-16] DESIGN SEISMIC LOADS: E = Eh = V = F*SDS*W/Rwood 0.185 *W E = Eh = V = F*SDS*W/Rcanti 0.960 *W 0.7E wood = 0.129 *W 0.7E canti = 0.672 *W note: 0.2*Sds*D is the v.c. Structure is adequate for this load by inspection. Based on SDS value and IRC Table R301.2.2.1.1 the IRC Seismic Design Category= D2 Seismic Loads 5 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Snow Loads Job #20241119BE Snow Loads Ground Snow Load, pg 30.0 psf pf=0.7*Ce*Ct*Is*Pg [ASCE 7.3-1] Ce 1.0 [ASCE TBL 7-2] heated Ct 1.1 [ASCE TBL 7-3] Cold Ct 1.1 [ASCE TBL 7-3] Is 1.0 [ASCE TBL 1.5-2] Heated Flat Roof Snow Load, pfh 23.1 psf Unheated Flat Roof Snow Load, pfc 23.1 psf Ps=Cs*pf [ASCE 7.4-1] heated Cs 1.00 [ASCE FIG 7-2] Cold Cs 1.00 [ASCE FIG 7-2] Heated sloped Roof Snow Load, psh 25.0 psf Min use 25 psf Unheated sloped Roof Snow Load, psc 25.0 psf Min use 25 psf Snow Loads 6 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 3304.5 lbs Shearwall Force from Seismic 2224.7 lbs Wall Layout Shear Length Wind 33.0 ft ShearW 100.1 plf A Nailing Shear Length Seismic 33.0 ft ShearS 67.4 plf A Nailing Wall Length 43.0 ft Btm Plt 56.3 plf Bottom Plate Length 43.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 2 6.9 8 1.2 6.9 yes 5541 2618 2923 423 1598 n/a 1 19.2 8 0.4 19.2 yes 15354 20105 -4750 -248 4428 n/a Wind Loading Roofs 133.0 ft2 Walls 76.0 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 209.0 ft2 Shearwall Forcew 3,304.5 lbs Weight for Seismic Loading Shearwall Seismic Wt 17,215 lbs Btm Pt Wt 18,735 lbs Shearwall Forces 2,225 lbs Btm Pt Force 2,421 lbs Restoring Wt 6,020 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes43.0 4.0 172.0 15.0 2580 yes rect restore roof Packwood, WA 98361yes43.0 15.0 645.0 15.0 9675 no rect roof no restore yes 43.0 8.0 344.0 10.0 3440 yes rect shear wall yes 38.0 4.0 152.0 10.0 1520 no rect upper 1/2 perp walls no 38.0 4.0 152.0 10.0 1520 no rect lower 1/2 wall perp yes 0.0 0.0 0.0 12.0 0 yes rect upper floor restore yes 0.0 0.0 0.0 12.0 0 no rect upper floor no restore U1-Upper Left Shear Wall Area "A" nailing schedule Shear Wall Line 7 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 3304.5 lbs Shearwall Force from Seismic 2224.7 lbs Wall Layout Shear Length Wind 29.4 ft ShearW 112.4 plf A Nailing Shear Length Seismic 29.4 ft ShearS 75.7 plf A Nailing Wall Length 43.0 ft Btm Plt 56.3 plf Bottom Plate Length 43.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 8.9 8 0.9 8.9 yes 8003 4421 3582 402 2056 n/a 1 2.3 8 3.5 1.9 no n/a 2 0.3 8 24.2 -0.6 no n/a 1 20.5 8 0.4 20.5 yes 18433 23454 -5021 -245 4736 n/a Wind Loading Roofs 133.0 ft2 Walls 76.0 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 209.0 ft2 Shearwall Forcew 3,304.5 lbs Weight for Seismic Loading Shearwall Seismic Wt 17,215 lbs Btm Pt Wt 18,735 lbs Shearwall Forces 2,225 lbs Btm Pt Force 2,421 lbs Restoring Wt 6,020 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes43.0 4.0 172.0 15.0 2580 yes rect restore roof Packwood, WA 98361yes43.0 15.0 645.0 15.0 9675 no rect roof no restore yes 43.0 8.0 344.0 10.0 3440 yes rect shear wall yes 38.0 4.0 152.0 10.0 1520 no rect upper 1/2 perp walls no 38.0 4.0 152.0 10.0 1520 no rect lower 1/2 wall perp yes 0.0 0.0 0.0 12.0 0 yes rect upper floor restore yes 0.0 0.0 0.0 12.0 0 no rect upper floor no restore Shear Wall Area U2-Upper Right "A" nailing schedule Shear Wall Line (2)8 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 3739.3 lbs Shearwall Force from Seismic 2198.9 lbs Wall Layout Shear Length Wind 14.5 ft ShearW 257.9 plf A Nailing Shear Length Seismic 13.7 ft ShearS 160.9 plf A Nailing Wall Length 38.0 ft Btm Plt 63.7 plf Bottom Plate Length 38.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 2.0 8 4.0 1.5 no n/a 1 1.0 8 8.0 0.3 no n/a 1 4.5 8 1.8 4.5 yes 9284 4533 4751 1056 1040 n/a 1 4.3 8 1.8 4.3 yes 8940 4203 4737 1093 1001 n/a 2 1.5 9 6.0 0.8 no n/a 2 2.8 9 3.2 2.4 yes 6576 1797 4779 1687 655 n/a Wind Loading Roofs 150.5 ft2 Walls 86.0 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 236.5 ft2 Shearwall Forcew 3,739.3 lbs Weight for Seismic Loading Shearwall Seismic Wt 17,015 lbs Btm Pt Wt 18,735 lbs Shearwall Forces 2,199 lbs Btm Pt Force 2,421 lbs Restoring Wt 15,295 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes38.0 21.5 817.0 15.0 12255 yes rect restore roof Packwood, WA 98361yes38.0 0.0 0.0 15.0 0 no rect roof no restore yes 38.0 8.0 304.0 10.0 3040 yes rect shear wall yes 43.0 4.0 172.0 10.0 1720 no rect upper 1/2 perp walls no 43.0 4.0 172.0 10.0 1720 no rect lower 1/2 wall perp yes 0.0 0.0 0.0 12.0 0 yes rect upper floor restore yes 0.0 0.0 0.0 12.0 0 no rect upper floor no restore Shear Wall Area U3-Upper Front "A" nailing schedule Shear Wall Line (3)9 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 3739.3 lbs Shearwall Force from Seismic 2493.5 lbs Wall Layout Shear Length Wind 21.5 ft ShearW 173.9 plf A Nailing Shear Length Seismic 21.5 ft ShearS 116.0 plf A Nailing Wall Length 38.0 ft Btm Plt 84.9 plf Bottom Plate Length 32.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 7.3 8 1.1 7.3 yes 10088 11218 -1130 -156 1675 n/a 1 8.8 8 0.9 8.8 yes 12233 16496 -4263 -485 2031 n/a 1 5.5 8 1.5 5.5 yes 7595 6358 1236 226 1261 n/a Wind Loading Roofs 150.5 ft2 Walls 86.0 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 236.5 ft2 Shearwall Forcew 3,739.3 lbs Weight for Seismic Loading Shearwall Seismic Wt 19,295 lbs Btm Pt Wt 21,015 lbs Shearwall Forces 2,494 lbs Btm Pt Force 2,716 lbs Restoring Wt 15,295 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes38.0 21.5 817.0 15.0 12255 yes rect restore roof Packwood, WA 98361yes38.0 4.0 152.0 15.0 2280 no rect roof no restore yes 38.0 8.0 304.0 10.0 3040 yes rect shear wall yes 43.0 4.0 172.0 10.0 1720 no rect upper 1/2 perp walls no 43.0 4.0 172.0 10.0 1720 no rect lower 1/2 wall perp yes 0.0 0.0 0.0 12.0 0 yes rect upper floor restore yes 0.0 0.0 0.0 12.0 0 no rect upper floor no restore Shear Wall Area U4-Upper Back "A" nailing schedule Shear Wall Line (4)10 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 6716.0 lbs Shearwall Force from Seismic 4458.3 lbs Wall Layout Shear Length Wind 31.0 ft ShearW 216.6 plf A Nailing Shear Length Seismic 30.7 ft ShearS 145.0 plf A Nailing Wall Length 43.0 ft Btm Plt 108.8 plf Bottom Plate Length 43.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 19.2 9 0.5 19.2 yes 37371 50944 -13573 -708 4428 n/a 1 3.5 9 2.6 3.2 yes 6743 1659 5084 1470 799 n/a 1 8.4 9 1.1 8.4 yes 16330 9727 6603 788 1935 n/a 1 1.0 9 9.0 0.1 no n/a Wind Loading Roofs 133.0 ft2 Walls 256.5 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 389.5 ft2 Shearwall Forcew 6,716.0 lbs Weight for Seismic Loading Shearwall Seismic Wt 34,499 lbs Btm Pt Wt 36,209 lbs Shearwall Forces 4,458 lbs Btm Pt Force 4,679 lbs Restoring Wt 14,792 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes43.0 4.0 172.0 15.0 2580 yes rect restore roof Packwood, WA 98361yes43.0 15.0 645.0 15.0 9675 no rect roof no restore yes 43.0 17.0 731.0 10.0 7310 yes rect shear wall yes 38.0 13.5 513.0 10.0 5130 no rect upper 1/2 perp walls no 38.0 4.5 171.0 10.0 1710 no rect lower 1/2 wall perp yes 43.0 9.5 408.5 12.0 4902 yes rect upper floor restore yes 43.0 9.5 408.5 12.0 4902 no rect upper floor no restore Shear Wall Area M1-Main Left "A" nailing schedule Shear Wall Line (5)11 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 6716.0 lbs Shearwall Force from Seismic 4458.3 lbs Wall Layout Shear Length Wind 43.0 ft ShearW 156.2 plf A Nailing Shear Length Seismic 43.0 ft ShearS 103.7 plf A Nailing Wall Length 43.0 ft Btm Plt 108.8 plf Bottom Plate Length 43.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 43.0 9 0.2 43.0 yes 60444 190817 -130373 -3032 9933 n/a Wind Loading Roofs 133.0 ft2 Walls 256.5 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 389.5 ft2 Shearwall Forcew 6,716.0 lbs Weight for Seismic Loading Shearwall Seismic Wt 34,499 lbs Btm Pt Wt 36,209 lbs Shearwall Forces 4,458 lbs Btm Pt Force 4,679 lbs Restoring Wt 14,792 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes43.0 4.0 172.0 15.0 2580 yes rect restore roof Packwood, WA 98361yes43.0 15.0 645.0 15.0 9675 no rect roof no restore yes 43.0 17.0 731.0 10.0 7310 yes rect shear wall yes 38.0 13.5 513.0 10.0 5130 no rect upper 1/2 perp walls no 38.0 4.5 171.0 10.0 1710 no rect lower 1/2 wall perp yes 43.0 9.5 408.5 12.0 4902 yes rect upper floor restore yes 43.0 9.5 408.5 12.0 4902 no rect upper floor no restore Shear Wall Area M2-Main Right "A" nailing schedule Shear Wall Line (6)12 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 7599.7 lbs Shearwall Force from Seismic 5172.3 lbs Wall Layout Shear Length Wind 7.0 ft ShearW 700.0 plf C Nailing Shear Length Seismic 6.5 ft ShearS 380.4 plf B Nailing Wall Length 38.0 ft Btm Plt 285.4 plf Bottom Plate Length 19.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 2 2.0 9 4.5 1.4 APA24 STHD14 2 1.5 9 5.8 0.8 no n/a 2 3.5 9 2.6 3.3 yes 22048 6164 15884 4538 809 STHD14RJ Wind Loading Roofs 150.5 ft2 Walls 290.3 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 440.8 ft2 Shearwall Forcew 7,599.7 lbs Weight for Seismic Loading Shearwall Seismic Wt 40,024 lbs Btm Pt Wt 41,959 lbs Shearwall Forces 5,172 lbs Btm Pt Force 5,422 lbs Restoring Wt 23,617 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes38.0 21.5 817.0 15.0 12255 yes rect restore roof Packwood, WA 98361yes38.0 10.0 380.0 15.0 5700 no rect roof no restore yes 38.0 17.0 646.0 10.0 6460 yes rect shear wall yes 43.0 13.5 580.5 10.0 5805 no rect upper 1/2 perp walls no 43.0 4.5 193.5 10.0 1935 no rect lower 1/2 wall perp yes 38.0 10.8 408.5 12.0 4902 yes rect upper floor restore yes 38.0 10.8 408.5 12.0 4902 no rect upper floor no restore Shear Wall Area M3-Main Front "C" nailing schedule Shear Wall Line (7)13 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Walls Job #20241119BE Shear Wall Line Nailing Schedule Shearwall Force From Wind 7599.7 lbs Shearwall Force from Seismic 5172.3 lbs Wall Layout Shear Length Wind 14.0 ft ShearW 541.2 plf B Nailing Shear Length Seismic 13.9 ft ShearS 371.7 plf B Nailing Wall Length 38.0 ft Btm Plt 285.4 plf Bottom Plate Length 19.0 ft #w h Ratio weff inc?Mot Mrestore Mnet Uplift Nailing other 1 4.3 9 2.1 4.2 yes 20702 9114 11588 2727 982 STHD14RJ 1 5.5 9 1.6 5.5 yes 26993 15496 11498 2075 1280 STHD14RJ 1 4.3 9 2.1 4.2 yes 20702 9114 11588 2727 982 STHD14RJ Wind Loading Roofs 150.5 ft2 Walls 290.3 ft2 other 0.0 ft2 misc 0.0 ft2 Shearwall Area 440.8 ft2 Shearwall Forcew 7,599.7 lbs Weight for Seismic Loading Shearwall Seismic Wt 40,024 lbs Btm Pt Wt 41,959 lbs Shearwall Forces 5,172 lbs Btm Pt Force 5,422 lbs Restoring Wt 23,617 lbs seis wt a b Area DL Wt (lbs)restore shape notes 183 Mountain View Dryes38.0 21.5 817.0 15.0 12255 yes rect restore roof Packwood, WA 98361yes38.0 10.0 380.0 15.0 5700 no rect roof no restore yes 38.0 17.0 646.0 10.0 6460 yes rect shear wall yes 43.0 13.5 580.5 10.0 5805 no rect upper 1/2 perp walls no 43.0 4.5 193.5 10.0 1935 no rect lower 1/2 wall perp yes 38.0 10.8 408.5 12.0 4902 yes rect upper floor restore yes 38.0 10.8 408.5 12.0 4902 no rect upper floor no restore Shear Wall Area M4-Main Back "B" nailing schedule Shear Wall Line (8)14 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Shear Wall Schedule Mark#Wall Type Nails Pattern NOTES A 7/16" MIN. APA SHEATHING ONE FACE 8d 6" O.C. EDGE/12" O.C FIELD 1,2,3,4,8,9,13 B 7/16" MIN. APA SHEATHING ONE FACE 8d 4" O.C. EDGE/12" O.C FIELD 1,2,3,5,8,9,13 C 7/16" MIN. APA SHEATHING ONE FACE 8d 3" O.C. EDGE/12" O.C FIELD 1,2,3,6,8,9,10,13 D 7/16" MIN. APA SHEATHING ONE FACE 8d 2" O.C. EDGE/12" O.C FIELD 1,2,3,7,8,9,10,11,12,13 P PORTAL FRAME W/ HOLD-DOWNS 8d 3" O.C. ALL FRAMING 14 Shearwall Notes: 1) 2) 3) 4) 5) 6) 7) 8) 9) 10) 11) 12) 13) 14) Mark#Seismic Capacity Wind Capacity A 255 plf 357 plf B 395 plf 553 plf C 505 plf 707 plf D 670 plf 938 plf Portal Frame w/ hold-downs based on Section and Figure 2308.6.5.2 IBC. Anchor bolts shall be 1/2" ø, 7" embedment, and 3"x3"x1/4" square washer at 2'-0" o.c. Anchor bolts shall be 1/2" ø, 7" embedment, and 3"x3"x1/4" square washer at 1'-0" o.c. One anchor bolt shall be provided within 12" of the end of each sill plate. Provide nominal 3x for common members. Hold downs and other connections may be required at the ends of any shearwall. Size and locations of these connections are indicated on the plans. In lieu of 3x framing member, built up member with 16d nails at 4" o.c. staggered can be used. Intermediate studs assumed spaced at 16" o.c. For intermediate framing members spaced at 24" o.c. field nailing will be increased to 6" o.c. Stagger nails on common framing members. Wood Panel nailing criteria and capacities based on SDPWS table 4.3A. All sheathing edges, blocking, and intermediate framing shall be 2x or wider framing. All studs and blocking shall be DF#2 U.N.O., all top and bottom plates shall be DF#2 U.N.O. Anchor bolts shall be 1/2" ø, 7" embedment, and 3"x3"x1/4" square washer at 4'-0" o.c. Anchor bolts shall be 1/2" ø, 7" embedment, and 3"x3"x1/4" square washer at 3'-0" o.c. Shear Wall Schedule 15 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE (A) Roof System A1-Trusses and Attic trusses Standard trusses in house. Typical H2.5a hold down at each truss bearing location. Have manufacture specifications on site during construction. Gravity Analysis 16 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE A2-Front Porch Beams Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 4x8 DF#2 Floor 6.0 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 7.25 in WtInc factor 1.000 factor Ax 25.38 in2 E 1,300,000 psi Sx 30.7 in3 Fb 900 psi Ix 111.1 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 0.9 N/A N/A F' b 810 psi Cr = 1 N/A N/A F' v 180 psi CM = 1 1 1 Vxall 3,045 lbs Cfu = 1 N/A N/A Mxall 2,070 ft-lbs Ci = 1 1 1 ùLLMax 0.200 in Ct = 1 1 1 ùTotMax 0.300 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)10.6 0.0 0.0 0.0 Total Loads 423.3 0.0 0.0 0.0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,287.7 lbs Dead 0 0 Rb 1,287.7 lbs Live 0 0 Vxmax 1,287.7 lbs Location 0.0 0.0 Mxmax 1,931.6 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)76 1,288 180 3,045 42% Max fb (psi) & M (ft-lbs)756 1,932 810 2,070 93% Live Load Max Defl. (in)0.053 L/1348 0.200 L/360 27% Total Load Max Defl. (in)0.087 L/831 0.300 L/240 29% Se l f - W e i g h t Actual Allowable Gravity Analysis 17 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE A3-Rear Porch Beam Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 6x12 DF#2 Floor 18.833 <19% b 5.50 in Wt factor 0.233 lb/(in2-ft) h 11.50 in WtInc factor 1.000 factor Ax 63.25 in2 E 1,300,000 psi Sx 121.2 in3 Fb 900 psi Ix 697.1 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1 N/A N/A F' b 900 psi Cr = 1 N/A N/A F' v 180 psi CM = 1 1 1 Vxall 7,590 lbs Cfu = 1 N/A N/A Mxall 9,092 ft-lbs Ci = 1 1 1 ùLLMax 0.628 in Ct = 1 1 1 ùTotMax 0.942 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 20 Trib (ft)4.5 0.0 0.0 0.0 Total Loads 180.0 0.0 0.0 0.0 14.74 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,833.8 lbs Dead 0 0 Rb 1,833.8 lbs Live 0 0 Vxmax 1,833.8 lbs Location 0.0 0.0 Mxmax 8,634.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)43 1,834 180 7,590 24% Max fb (psi) & M (ft-lbs)855 8,634 900 9,092 95% Live Load Max Defl. (in)0.351 L/643 0.628 L/360 56% Total Load Max Defl. (in)0.608 L/371 0.942 L/240 65% Se l f - W e i g h t Actual Allowable Gravity Analysis 18 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE (B) Headers B1-Bedroom 3 WIC Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3.0 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)10.8 0.0 0.0 0.0 Total Loads 433.3 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 656.9 lbs Dead 0 0 Rb 656.9 lbs Live 0 0 Vxmax 656.9 lbs Location 0.0 0.0 Mxmax 492.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)45 657 150 2,175 30% Max fb (psi) & M (ft-lbs)225 493 1,105 2,420 20% Live Load Max Defl. (in)0.004 L/9032 0.100 L/360 4% Total Load Max Defl. (in)0.006 L/5585 0.150 L/240 4% Se l f - W e i g h t Actual Allowable Gravity Analysis 19 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B2-Bedroom 3 Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.167 in Ct = 1 1 1 ùTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 20 Trib (ft)3.5 0.0 0.0 0.0 Total Loads 140.0 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 361.6 lbs Dead 0 0 Rb 361.6 lbs Live 0 0 Vxmax 361.6 lbs Location 0.0 0.0 Mxmax 452.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)25 362 150 2,175 17% Max fb (psi) & M (ft-lbs)206 452 1,105 2,420 19% Live Load Max Defl. (in)0.010 L/6039 0.167 L/360 6% Total Load Max Defl. (in)0.016 L/3653 0.250 L/240 7% Se l f - W e i g h t Actual Allowable Gravity Analysis 20 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B3-Bedroom 2 WIC Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 0.0 0.0 0.0 Total Loads 813.3 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,226.9 lbs Dead 0 0 Rb 1,226.9 lbs Live 0 0 Vxmax 1,226.9 lbs Location 0.0 0.0 Mxmax 920.2 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)85 1,227 150 2,175 56% Max fb (psi) & M (ft-lbs)420 920 1,105 2,420 38% Live Load Max Defl. (in)0.007 L/4812 0.100 L/360 7% Total Load Max Defl. (in)0.012 L/2990 0.150 L/240 8% Se l f - W e i g h t Actual Allowable Gravity Analysis 21 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B4-Bedroom 2 gable Windows Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)3.5 0.0 0.0 0.0 Total Loads 140.0 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 216.9 lbs Dead 0 0 Rb 216.9 lbs Live 0 0 Vxmax 216.9 lbs Location 0.0 0.0 Mxmax 162.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)15 217 150 2,175 10% Max fb (psi) & M (ft-lbs)74 163 1,105 2,420 7% Live Load Max Defl. (in)0.001 L/27959 0.100 L/360 1% Total Load Max Defl. (in)0.002 L/16914 0.150 L/240 1% Se l f - W e i g h t Actual Allowable Gravity Analysis 22 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B5-Bedroom 2 Egress Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)3.5 0.0 0.0 0.0 Total Loads 140.0 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 216.9 lbs Dead 0 0 Rb 216.9 lbs Live 0 0 Vxmax 216.9 lbs Location 0.0 0.0 Mxmax 162.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)15 217 150 2,175 10% Max fb (psi) & M (ft-lbs)74 163 1,105 2,420 7% Live Load Max Defl. (in)0.001 L/27959 0.100 L/360 1% Total Load Max Defl. (in)0.002 L/16914 0.150 L/240 1% Se l f - W e i g h t Actual Allowable Gravity Analysis 23 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B6-Stair Windows Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)3.5 0.0 0.0 0.0 Total Loads 140.0 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 216.9 lbs Dead 0 0 Rb 216.9 lbs Live 0 0 Vxmax 216.9 lbs Location 0.0 0.0 Mxmax 162.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)15 217 150 2,175 10% Max fb (psi) & M (ft-lbs)74 163 1,105 2,420 7% Live Load Max Defl. (in)0.001 L/27959 0.100 L/360 1% Total Load Max Defl. (in)0.002 L/16914 0.150 L/240 1% Se l f - W e i g h t Actual Allowable Gravity Analysis 24 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B7-Owner Suite Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 4x12 DF#2 Floor 8 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 11.25 in WtInc factor 1.000 factor Ax 39.38 in2 E 1,300,000 psi Sx 73.8 in3 Fb 900 psi Ix 415.3 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,170 psi Cr = 1 N/A N/A F' v 180 psi CM = 1 1 1 Vxall 4,725 lbs Cfu = 1 N/A N/A Mxall 7,198 ft-lbs Ci = 1 1 1 ùLLMax 0.267 in Ct = 1 1 1 ùTotMax 0.400 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 0.0 0.0 0.0 Total Loads 813.3 0.0 0.0 0.0 9.17 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 3,290.0 lbs Dead 0 0 Rb 3,290.0 lbs Live 0 0 Vxmax 3,290.0 lbs Location 0.0 0.0 Mxmax 6,580.1 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)125 3,290 180 4,725 70% Max fb (psi) & M (ft-lbs)1,070 6,580 1,170 7,198 91% Live Load Max Defl. (in)0.087 L/1106 0.267 L/360 33% Total Load Max Defl. (in)0.140 L/683 0.400 L/240 35% Se l f - W e i g h t Actual Allowable Gravity Analysis 25 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B8-Owner Suite Camode Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 2.5 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.083 in Ct = 1 1 1 ùTotMax 0.125 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 0.0 0.0 0.0 Total Loads 813.3 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,022.5 lbs Dead 0 0 Rb 1,022.5 lbs Live 0 0 Vxmax 1,022.5 lbs Location 0.0 0.0 Mxmax 639.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)71 1,022 150 2,175 47% Max fb (psi) & M (ft-lbs)292 639 1,105 2,420 26% Live Load Max Defl. (in)0.004 L/8316 0.083 L/360 4% Total Load Max Defl. (in)0.006 L/5168 0.125 L/240 5% Se l f - W e i g h t Actual Allowable Gravity Analysis 26 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B9-Owner Bath Tub Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.167 in Ct = 1 1 1 ùTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)3.5 0.0 0.0 0.0 Total Loads 140.0 0.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 361.6 lbs Dead 0 0 Rb 361.6 lbs Live 0 0 Vxmax 361.6 lbs Location 0.0 0.0 Mxmax 452.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)25 362 150 2,175 17% Max fb (psi) & M (ft-lbs)206 452 1,105 2,420 19% Live Load Max Defl. (in)0.010 L/6039 0.167 L/360 6% Total Load Max Defl. (in)0.016 L/3653 0.250 L/240 7% Se l f - W e i g h t Actual Allowable Gravity Analysis 27 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B10-Garage Door Header Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. GLB 1 3½ x 10½24F-V4 Floor 16.25 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 10.50 in WtInc factor 1.000 factor Ax 36.75 in2 E 1,800,000 psi Sx 64.3 in3 Fb 2,400 psi Ix 337.6 in4 Fv 240 psi Adjustment Factors Adjusted Design Values M V E E'1,800,000 psi CF = 1 N/A N/A F' b 2,400 psi Cr = 1 N/A N/A F' v 240 psi CM = 1 1 1 Vxall 5,880 lbs Cfu = 1 N/A N/A Mxall 12,863 ft-lbs Ci = 1 1 1 ùLLMax 0.542 in Ct = 1 1 1 ùTotMax 0.813 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)4.0 2.0 0.0 0.0 Total Loads 160.0 104.0 0.0 0.0 8.56 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 2,214.6 lbs Dead 0 0 Rb 2,214.6 lbs Live 0 0 Vxmax 2,214.6 lbs Location 0.0 0.0 Mxmax 8,996.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)90 2,215 240 5,880 38% Max fb (psi) & M (ft-lbs)1,679 8,997 2,400 12,863 70% Live Load Max Defl. (in)0.465 L/419 0.542 L/360 86% Total Load Max Defl. (in)0.704 L/277 0.813 L/240 87% Se l f - W e i g h t Actual Allowable Gravity Analysis 28 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B11-Entry Header Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3.0 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)23.0 3.8 0.0 0.0 Total Loads 920.0 197.6 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,683.3 lbs Dead 0 0 Rb 1,683.3 lbs Live 0 0 Vxmax 1,683.3 lbs Location 0.0 0.0 Mxmax 1,262.5 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)116 1,683 150 2,175 77% Max fb (psi) & M (ft-lbs)576 1,263 1,105 2,420 52% Live Load Max Defl. (in)0.011 L/3365 0.100 L/360 11% Total Load Max Defl. (in)0.017 L/2179 0.150 L/240 11% Se l f - W e i g h t Actual Allowable Gravity Analysis 29 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B12-Den/Office Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.167 in Ct = 1 1 1 ùTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 20 Trib (ft)3.5 6.3 0.0 0.0 Total Loads 140.0 325.0 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,174.1 lbs Dead 0 0 Rb 1,174.1 lbs Live 0 0 Vxmax 1,174.1 lbs Location 0.0 0.0 Mxmax 1,467.6 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)81 1,174 150 2,175 54% Max fb (psi) & M (ft-lbs)670 1,468 1,105 2,420 61% Live Load Max Defl. (in)0.038 L/1565 0.167 L/360 23% Total Load Max Defl. (in)0.053 L/1125 0.250 L/240 21% Se l f - W e i g h t Actual Allowable Gravity Analysis 30 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B13-Great Room SGD Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. GLB 1 3½ x 12 24F-V4 Floor 10 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 12.00 in WtInc factor 1.000 factor Ax 42.00 in2 E 1,800,000 psi Sx 84.0 in3 Fb 2,400 psi Ix 504.0 in4 Fv 240 psi Adjustment Factors Adjusted Design Values M V E E'1,800,000 psi CF = 1 N/A N/A F' b 2,400 psi Cr = 1 N/A N/A F' v 240 psi CM = 1 1 1 Vxall 6,720 lbs Cfu = 1 N/A N/A Mxall 16,800 ft-lbs Ci = 1 1 1 ùLLMax 0.333 in Ct = 1 1 1 ùTotMax 0.500 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 8.8 0.0 0.0 Total Loads 813.3 455.0 0.0 0.0 9.79 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 6,390.6 lbs Dead 0 0 Rb 6,390.6 lbs Live 0 0 Vxmax 6,390.6 lbs Location 0.0 0.0 Mxmax 15,976.5 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)228 6,391 240 6,720 95% Max fb (psi) & M (ft-lbs)2,282 15,976 2,400 16,800 95% Live Load Max Defl. (in)0.213 L/563 0.333 L/360 64% Total Load Max Defl. (in)0.317 L/378 0.500 L/240 63% Se l f - W e i g h t Actual Allowable Gravity Analysis 31 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B14-Dining Room Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. GLB 1 3½ x 10½24F-V4 Floor 8 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 10.50 in WtInc factor 1.000 factor Ax 36.75 in2 E 1,800,000 psi Sx 64.3 in3 Fb 2,400 psi Ix 337.6 in4 Fv 240 psi Adjustment Factors Adjusted Design Values M V E E'1,800,000 psi CF = 1 N/A N/A F' b 2,400 psi Cr = 1 N/A N/A F' v 240 psi CM = 1 1 1 Vxall 5,880 lbs Cfu = 1 N/A N/A Mxall 12,863 ft-lbs Ci = 1 1 1 ùLLMax 0.267 in Ct = 1 1 1 ùTotMax 0.400 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 9.6 0.0 0.0 Total Loads 813.3 500.5 0.0 0.0 8.56 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 5,289.6 lbs Dead 0 0 Rb 5,289.6 lbs Live 0 0 Vxmax 5,289.6 lbs Location 0.0 0.0 Mxmax 10,579.2 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)216 5,290 240 5,880 90% Max fb (psi) & M (ft-lbs)1,974 10,579 2,400 12,863 82% Live Load Max Defl. (in)0.135 L/708 0.267 L/360 51% Total Load Max Defl. (in)0.201 L/478 0.400 L/240 50% Se l f - W e i g h t Actual Allowable Gravity Analysis 32 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE B15-Dining Mandoor & Sink Window Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 2 2x8 HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 lb/(in2-ft) h 14.50 in WtInc factor 1.000 factor Ax 21.75 in2 E 1,300,000 psi Sx 26.3 in3 Fb 850 psi Ix 95.3 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F' b 1,105 psi Cr = 1 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 2,175 lbs Cfu = 1 N/A N/A Mxall 2,420 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 20 Trib (ft)6.4 0.7 0.0 0.0 Total Loads 255.0 34.7 0.0 0.0 4.63 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 441.4 lbs Dead 0 0 Rb 441.4 lbs Live 0 0 Vxmax 441.4 lbs Location 0.0 0.0 Mxmax 331.1 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)30 441 150 2,175 20% Max fb (psi) & M (ft-lbs)151 331 1,105 2,420 14% Live Load Max Defl. (in)0.003 L/13149 0.100 L/360 3% Total Load Max Defl. (in)0.004 L/8312 0.150 L/240 3% Se l f - W e i g h t Actual Allowable Gravity Analysis 33 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE (C) Top Level Floor System C1-Garage Floorbeam Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. Versa-Lam 1 5¼x18 2.0 3100 Floor 20 <19% b 5.25 in Wt factor 0.257 lb/(in2-ft) h 18.00 in WtInc factor 1.000 factor Ax 94.50 in2 E 2,000,000 psi Sx 271.0 in3 Fb 3,100 psi Ix 2,551.5 in4 Fv 285 psi Adjustment Factors Adjusted Design Values M V E E'2,000,000 psi CF = 1 N/A N/A F' b 3,100 psi Cr = 1 N/A N/A F' v 285 psi CM = 1 1 1 Vxall 17,955 lbs Cfu = 1 N/A N/A Mxall 70,011 ft-lbs Ci = 1 1 1 ùLLMax 0.667 in Ct = 1 1 1 ùTotMax 1.000 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)20.3 10.3 0.0 0.0 Total Loads 813.3 537.3 0.0 0.0 24.33 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 13,750.0 lbs Dead 0 0 Rb 13,750.0 lbs Live 0 0 Vxmax 13,750.0 lbs Location 6.3 0.0 Mxmax 68,750.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)218 13,750 285 17,955 77% Max fb (psi) & M (ft-lbs)3,044 68,750 3,100 70,011 98% Live Load Max Defl. (in)0.650 L/369 0.667 L/360 98% Total Load Max Defl. (in)0.970 L/247 1.000 L/240 97% Se l f - W e i g h t Actual Allowable Gravity Analysis 34 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE C2-Flush Floorbeams in Main Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. Versa-Lam 1 3½x11× 2.0 3100 Floor 6.16666667 <19% b 3.50 in Wt factor 0.257 lb/(in2-ft) h 11.88 in WtInc factor 1.000 factor Ax 41.56 in2 E 2,000,000 psi Sx 82.4 in3 Fb 3,100 psi Ix 488.4 in4 Fv 285 psi Adjustment Factors Adjusted Design Values M V E E'2,000,000 psi CF = 1 N/A N/A F' b 3,100 psi Cr = 1 N/A N/A F' v 285 psi CM = 1 1 1 Vxall 7,897 lbs Cfu = 1 N/A N/A Mxall 21,275 ft-lbs Ci = 1 1 1 ùLLMax 0.206 in Ct = 1 1 1 ùTotMax 0.308 in Uniform Loads Roof Floor Upper Storage Dead (psf)15 12 12 12 Live (psf)25 40 12 100 Trib (ft)0.0 15.3 0.0 0.0 Total Loads 0.0 793.0 0.0 0.0 10.70 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 2,478.1 lbs Dead 0 0 Rb 2,478.1 lbs Live 0 0 Vxmax 2,478.1 lbs Location 0.0 0.0 Mxmax 3,820.4 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)89 2,478 285 7,897 31% Max fb (psi) & M (ft-lbs)557 3,820 3,100 21,275 18% Live Load Max Defl. (in)0.020 L/3641 0.206 L/360 10% Total Load Max Defl. (in)0.027 L/2764 0.308 L/240 9% Se l f - W e i g h t Actual Allowable Gravity Analysis 35 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE C3-Stairway Floor Header Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 4x8 DF#2 Floor 3 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 7.25 in WtInc factor 1.000 factor Ax 25.38 in2 E 1,300,000 psi Sx 30.7 in3 Fb 900 psi Ix 111.1 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 0.9 N/A N/A F' b 810 psi Cr = 1 N/A N/A F' v 180 psi CM = 1 1 1 Vxall 3,045 lbs Cfu = 1 N/A N/A Mxall 2,070 ft-lbs Ci = 1 1 1 ùLLMax 0.100 in Ct = 1 1 1 ùTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)0.0 9.7 0.0 0.0 Total Loads 0.0 502.6 0.0 0.0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 762.7 lbs Dead 0 0 Rb 762.7 lbs Live 0 0 Vxmax 762.7 lbs Location 0.0 0.0 Mxmax 572.1 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)45 763 180 3,045 25% Max fb (psi) & M (ft-lbs)224 572 810 2,070 28% Live Load Max Defl. (in)0.005 L/7382 0.100 L/360 5% Total Load Max Defl. (in)0.006 L/5612 0.150 L/240 4% Se l f - W e i g h t Actual Allowable Gravity Analysis 36 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE (D) Main Floor System D1-Main Floorbeams Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 4x8 DF#2 Floor 5.5 <19% b 3.50 in Wt factor 0.233 lb/(in2-ft) h 7.25 in WtInc factor 1.000 factor Ax 25.38 in2 E 1,300,000 psi Sx 30.7 in3 Fb 900 psi Ix 111.1 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 0.9 N/A N/A F' b 810 psi Cr = 1 N/A N/A F' v 180 psi CM = 1 1 1 Vxall 3,045 lbs Cfu = 1 N/A N/A Mxall 2,070 ft-lbs Ci = 1 1 1 ùLLMax 0.183 in Ct = 1 1 1 ùTotMax 0.275 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)0.0 9.0 0.0 0.0 Total Loads 0.0 468.0 0.0 0.0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,303.3 lbs Dead 0 0 Rb 1,303.3 lbs Live 0 0 Vxmax 1,303.3 lbs Location 0.0 0.0 Mxmax 1,792.0 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)77 1,303 180 3,045 43% Max fb (psi) & M (ft-lbs)701 1,792 810 2,070 87% Live Load Max Defl. (in)0.051 L/1286 0.183 L/360 28% Total Load Max Defl. (in)0.068 L/977 0.275 L/240 25% Se l f - W e i g h t Actual Allowable Gravity Analysis 37 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE D2-Main Floor Joists Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 2x10 HF#2 Floor 8.9 <19% b 1.50 in Wt factor 0.213 lb/(in2-ft) h 9.25 in WtInc factor 1.000 factor Ax 13.88 in2 E 1,300,000 psi Sx 21.4 in3 Fb 850 psi Ix 98.9 in4 Fv 150 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.2 N/A N/A F' b 1,173 psi Cr = 1.15 N/A N/A F' v 150 psi CM = 1 1 1 Vxall 1,388 lbs Cfu = 1 N/A N/A Mxall 2,091 ft-lbs Ci = 1 1 1 ùLLMax 0.297 in Ct = 1 1 1 ùTotMax 0.445 in Uniform Loads Roof Floor Deck Storage Dead (psf)15 12 12 12 Live (psf)25 40 60 100 Trib (ft)0.0 1.3 0.0 0.0 Total Loads 0.0 69.3 0.0 0.0 2.96 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 321.7 lbs Dead 0 0 Rb 321.7 lbs Live 0 0 Vxmax 321.7 lbs Location 0.0 0.0 Mxmax 715.7 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)35 322 150 1,388 23% Max fb (psi) & M (ft-lbs)402 716 1,173 2,091 34% Live Load Max Defl. (in)0.059 L/1824 0.297 L/360 20% Total Load Max Defl. (in)0.079 L/1345 0.445 L/240 18% Se l f - W e i g h t Actual Allowable Gravity Analysis 38 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE (F) Footings F1-Main Level Footings std. Load 1 Load 2 Load 3 uplift trib length 0.0 5.5 0.0 0.0 ft load 40.0 52.0 52.0 14.0 psf spacing 0.0 8.8 0.0 0.0 ft 0 2,526 0 0 lbs 2,526 lbs required USE: F2-Interior Footings with second level point loads Load 1 Load 2 Load 3 uplift trib length 8.9 3.5 14.0 0.0 ft load 52.0 52.0 52.0 14.0 psf spacing 4.5 15.0 0.0 0.0 ft 2,083 2,730 0 0 lbs 4,813 lbs required USE: F3-Deck Footings Load 1 Load 2 Load 3 uplift trib length 10.0 0.0 14.0 0.0 ft load 40.0 72.0 52.0 14.0 psf spacing 6.0 9.0 0.0 0.0 ft 2,400 0 0 0 lbs 2,400 lbs required USE: 18"x18"x8" Footing-3375 lbs bearing & 225 lbs weight 24"x24"x8" Footing-6000 lbs bearing & 400 lbs weight 18"x18"x8" Footing-3375 lbs bearing & 225 lbs weight Footings 39 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119BE Rueppell_Projects West_2370A Garage Left Lot 1 - Calcs Gravity Analysis Job #20241119BE F4-Front Porch Footings Load 1 Load 2 Load 3 uplift trib length 3.0 5.0 14.0 5.0 ft load 72.0 40.0 0.0 14.0 psf spacing 14.5 14.5 0.0 14.5 ft 3,132 2,900 0 1,015 lbs 6,032 lbs required USE:30"x30"x12" Footing-9375 lbs bearing & 937 lbs weight Footings 40 of 40