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1.0 flat eseal eng calcs - LOT 2 Carter LoopStructural Calculations for: Plans 2370A Garage Right Projects West/Rueppell Home Design Lot 2 15XXXX Carter loop SE, Yelm, WA Thurston County EJ5 ENGINEERING, PLLC 12/6/2024 Job #20241119CE Designed By: 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. EJS ENGINEERING, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs 183 Mountain View Dr Packwood, WA 98361 (360) 880-0524 /(253) 405-2200 Scope of Work 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 Eric J. Sniezak, P.E. EJS Engineering, PLLC P.O. Box 511 Packwood, WA 98361 (360)880-0524 or (253)405-2200 eric ens-engineering.com Scope of Work 2 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs General Notes: Job #20241119CE 12/6/2024 Project: Plans 2370A Garage Right Projects West/Rueppell Home Design Lot 2 15XXXX Carter loop SE, Yelm, WA Thurston County Job #20241119CE 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 [ASCE Tbl 1.5-1 & IBC Tbl 1604.5] Vertical Loads: Dead Loads Live Loads KootH (meatea) 15 psf 25 psf [ASCE Tbl 4-1] KootU (unneatea) 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 General Notes 3 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Wind Loads Job #20241119CE Wind loads for the MWFRS (Main Wind -Force Resisting System) shall be determined in accordance with Chapter 26-30 of ASCE 7. 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, Kt 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] Minimum design wind load shall be: [ASCE 27.4.7] walls 16.0 psf roof 8.0 psf Basic Load Combination = 1.01D + 0.6W [IBC 16-12] = 0.61D + 0.6W [IBC 16-14] Calc Min Control ph= 19.7 16.0 19.7 psf p0= 18.1 16.0 18.1 psf pz= 14.0 8.0 14.0 psf Wind Loads 4 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Seismic Loads Job #20241119CE Diaphragms are considered flexible for wood framing [ASCE12.14.5] Simplified method used [ASCE 12.14.1.1 & table 12.6-1] Seismic Design Category = D [ASCE Tbl 11.6-1] E=Eh+E [ASCE Eqn 12.14-3] Eh=QE [ASCE Eqn 12.14-5] E=0.2*Sds*D [ASCE Eqn 12.14-6] note: 0.2*Sds*D is the v.c. Structure is adequate for this load by inspection. QE = effective horz. Seismic force = V V = F*Sps*W/R -Seismic Base Shear [ASCE Eqn 12.14-11] where Sps = 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 ** Ibs ** Weights are as follows: Roofs 15 psf [ASCE 12.14.8-1 note 2] Floors 12 psf Walls 10 psf Basic Load Combination = 1.OD +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 Based on SIDS 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. Snow Loads Snow Loads 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Ground Snow Load, pg pf=0.7*Ce*Ct*Is*P9 Ce heated Ct Cold Ct IS Heated Flat Roof Snow Load, pfh Unheated Flat Roof Snow Load, pf, Ps=Cs*pf heated Cs Cold Cs Heated sloped Roof Snow Load, psh Unheated sloped Roof Snow Load, psi Job #20241119CE 30.0 psf [ASCE 7.3-11 1.0 [ASCE TBL 7-2] 1.1 [ASCE TBL 7-3] 1.1 [ASCE TBL 7-3] 1.0 [ASCE TBL 1.5-2] 23.1 psf 23.1 psf [ASCE 7.4-1] 1.00 [ASCE FIG 7-2] 1.00 [ASCE FIG 7-2] 25.0 psf Min use 25 psf 25.0 psf Min use 25 psf Snow Loads 6 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line U1-Upper Left Nailing Schedule Shearwall Force From Wind 3304.5 Ibs "A" nailing schedule Shearwall Force from Seismic 2224.7 Ibs 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 17,215 Ibs Btm Pt Wt 18,735 Ibs Shearwall Forces 2,225 Ibs Btm Pt Force 2,421 Ibs Restoring Wt 6,020 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 43.0 4.0 172.0 15.0 2580 yes rect restore roof yes 43.0 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 Line 7 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line U2-Upper Right Nailing Schedule Shearwall Force From Wind 3304.5 Ibs "A" nailing schedule Shearwall Force from Seismic 2224.7 Ibs 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 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 17,215 Ibs Btm Pt Wt 18,735 Ibs Shearwall Forces 2,225 Ibs Btm Pt Force 2,421 Ibs Restoring Wt 6,020 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 43.0 4.0 172.0 15.0 2580 yes rect restore roof yes 43.0 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 Line (2) 8 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line U3-Upper Front Nailing Schedule Shearwall Force From Wind 3739.3 Ibs "A" nailing schedule Shearwall Force from Seismic 2198.9 Ibs 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 17,015 Ibs Btm Pt Wt 18,735 Ibs Shearwall Forces 2,199 Ibs Btm Pt Force 2,421 Ibs Restoring Wt 15,295 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 38.0 21.5 817.0 15.0 12255 yes rect restore roof yes 38.0 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 Line (3) 9 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line U4-Upper Back Nailing Schedule Shearwall Force From Wind 3739.3 Ibs "A" nailing schedule Shearwall Force from Seismic 2493.5 Ibs 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 19,295 Ibs Btm Pt Wt 21,015 Ibs Shearwall Forces 2,494 Ibs Btm Pt Force 2,716 Ibs Restoring Wt 15,295 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 38.0 21.5 817.0 15.0 12255 yes rect restore roof yes 38.0 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 Line (4) 10 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line M1-Main Left Nailing Schedule Shearwall Force From Wind 6716.0 Ibs "A" nailing schedule Shearwall Force from Seismic 4458.3 Ibs 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 34,499 Ibs Btm Pt Wt 36,209 Ibs Shearwall Forces 4,458 Ibs Btm Pt Force 4,679 Ibs Restoring Wt 14,792 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 43.0 4.0 172.0 15.0 2580 yes rect restore roof yes 43.0 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 Line (5) 11 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line M2-Main Right Nailing Schedule Shearwall Force From Wind 6716.0 Ibs "A" nailing schedule Shearwall Force from Seismic 4458.3 Ibs 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 34,499 Ibs Btm Pt Wt 36,209 Ibs Shearwall Forces 4,458 Ibs Btm Pt Force 4,679 Ibs Restoring Wt 14,792 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 43.0 4.0 172.0 15.0 2580 yes rect restore roof yes 43.0 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 Line (6) 12 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line M3-Main Front Nailing Schedule Shearwall Force From Wind 7599.7 Ibs "C" nailing schedule Shearwall Force from Seismic 5172.3 Ibs 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 Pit 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 40,024 Ibs Btm Pt Wt 41,959 Ibs Shearwall Forces 5,172 Ibs Btm Pt Force 5,422 Ibs Restoring Wt 23,617 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 38.0 21.5 817.0 15.0 12255 yes rect restore roof yes 38.0 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 Line (7) 13 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Shear Walls Job #20241119CE Shear Wall Line M4-Main Back Nailing Schedule Shearwall Force From Wind 7599.7 Ibs "B" nailing schedule Shearwall Force from Seismic 5172.3 Ibs 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 Pit 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 Shear Wall Area 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 Ibs Weight for Seismic Loading Shearwall Seismic Wt 40,024 Ibs Btm Pt Wt 41,959 Ibs Shearwall Forces 5,172 Ibs Btm Pt Force 5,422 Ibs Restoring Wt 23,617 Ibs seis wt a b Area DL Wt (Ibs) restore shape notes yes 38.0 21.5 817.0 15.0 12255 yes rect restore roof yes 38.0 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 Line (8) 14 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Shear Wall Schedule Mark# Wall Type 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Nails Pattern NOTES A 7/16" MIN. APA SHEATHING ONE FACE 8d 6" O.C. EDGE/12" O.0 FIELD 1,2,3,4,8,9,13 B 7/16" MIN. APA SHEATHING ONE FACE 8d 4" O.C. EDGE/12" O.0 FIELD 1,2,3,5,8,9,13 C 7/16" MIN. APA SHEATHING ONE FACE 8d 3" O.C. EDGE/12" O.0 FIELD 1,2,3,6,8,9,10,13 D 7/16" MIN. APA SHEATHING ONE FACE 8d 2" O.C. EDGE/12" O.0 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) Wood Panel nailing criteria and capacities based on SDPWS table 4.3A. 2) All sheathing edges, blocking, and intermediate framing shall be 2x or wider framing. 3) All studs and blocking shall be DF#2 U.N.O., all top and bottom plates shall be DF#2 U.N.O. 4) Anchor bolts shall be 1/2" o, 7" embedment, and 3"x3"x1/4" square washer at 4'-0" o.c. 5) Anchor bolts shall be 1/2" o, 7" embedment, and 3"x3"x1/4" square washer at 3'-0" o.c. 6) Anchor bolts shall be 1/2" o, 7" embedment, and 3"x3"x1/4" square washer at 2'-0" o.c. 7) Anchor bolts shall be 1/2" o, 7" embedment, and 3"x3"x1/4" square washer at 1'-0" o.c. 8) One anchor bolt shall be provided within 12" of the end of each sill plate. 9) 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. 10) Stagger nails on common framing members. 11) Provide nominal 3x for common members. 12) In lieu of 3x framing member, built up member with 16d nails at 4" o.c. staggered can be used. 13) 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. 14) Portal Frame w/ hold-downs based on Section and Figure 2308.6.5.2 IBC. 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 Shear Wall Schedule 15 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis (A) Roof System 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Al -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. Job #20241119CE Gravity Analysis 16 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE A2-Front Porch Beams Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. S4S 1 4x8 DF#2 Floor 6.0 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 7.25 in Wtlnc factor 1.000 factor A. 25.38 in` E 1,300,000 psi Sx 30.7 in' Fb 900 psi Ix 111.1 in" 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 Fv 180 psi CM = 1 1 1 Vxau 3,045 Ibs Cf. = 1 N/A N/A Wall 2,070 ft-Ibs C; = 1 1 1 OLLMax 0.200 in Ct = 1 1 1 OTotMax 0.300 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 10.6 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,287.7 Ibs Live 0 0 Vxmax 1,287.7 Ibs Location 0.0 0.0 Mxmax 1,931.6 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 76 1,288 180 3,045 42% Max fb (psi) & M (ft-Ibs) 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% Gravity Analysis 17 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis A3-Rear Porch Beam Span and Member Properties Type No. of pieces Section S4S 1 6x12 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. DF#2 Floor 18.833 <19% b 5.50 in Wt factor 0.233 Ib/(in2-ft) h 11.50 in Wtlnc factor 1.000 factor Ax 63.25 in' E 1,300,000 psi Sx 121.2 in' Fb 900 psi Ix 697.1 in" F 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 Fv 180 psi CM = 1 1 1 Vxau 7,590 Ibs Cf. = 1 N/A N/A Wall 9,092 ft-Ibs C; = 1 1 1 OLLMax 0.628 In Ct = 1 1 1 OTotMax 0.942 In Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 20 Trib (ft) 4.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,833.8 Ibs Live 0 0 Vxmax 1,833.8 Ibs Location 0.0 0.0 Mxmax 8,634.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 43 1,834 180 7,590 24% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 18 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis (B) Headers B1-Bedroom 3 WIC Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 3.0 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi Ix 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 In Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 10.8 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 656.9 Ibs Live 0 0 Vxmax 656.9 Ibs Location 0.0 0.0 Mxmax 492.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 45 657 150 2,175 30% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 19 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B2-Bedroom 3 Window Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.167 In Ct = 1 1 1 OTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 20 Trib (ft) 3.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 361.6 Ibs Live 0 0 Vxmax 361.6 Ibs Location 0.0 0.0 Mxmax 452.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 25 362 150 2,175 17% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 20 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B3-Bedroom 2 WIC Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 In Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 20.3 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,226.9 Ibs Live 0 0 Vxmax 1,226.9 Ibs Location 0.0 0.0 Mxmax 920.2 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 85 1,227 150 2,175 56% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 21 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE 134-Bedroom 2 gable Windows Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. S4S 2 W HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 in Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 3.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 216.9 Ibs Live 0 0 Vxmax 216.9 Ibs Location 0.0 0.0 Mxmax 162.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 15 217 150 2,175 10% Max fb (psi) & M (ft-Ibs) 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 % Gravity Analysis 22 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE B5-Bedroom 2 Egress Window Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. S4S 2 W HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 in Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 3.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 216.9 Ibs Live 0 0 Vxmax 216.9 Ibs Location 0.0 0.0 Mxmax 162.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 15 217 150 2,175 10% Max fb (psi) & M (ft-Ibs) 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 % Gravity Analysis 23 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B6-Stair Windows Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 In Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 3.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 216.9 Ibs Live 0 0 Vxmax 216.9 Ibs Location 0.0 0.0 Mxmax 162.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 15 217 150 2,175 10% Max fb (psi) & M (ft-Ibs) 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 % Job #20241119CE Gravity Analysis 24 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B7-Owner Suite Window Span and Member Properties Type No. of pieces Section S4S 1 4x12 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. DF#2 Floor 8 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 11.25 in Wtlnc factor 1.000 factor Ax 39.38 in` E 1,300,000 psi Sx 73.8 in' Fb 900 psi Ix 415.3 in" 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 Fv 180 psi CM = 1 1 1 Vxau 4,725 Ibs Cf. = 1 N/A N/A Wall 7,198 ft-Ibs C; = 1 1 1 OLLMax 0.267 in Ct = 1 1 1 OTotMax 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 in 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 Ibs Dead 0 0 Rb 3,290.0 Ibs Live 0 0 Vxmax 3,290.0 Ibs Location 0.0 0.0 Mxmax 6,580.1 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 125 3,290 180 4,725 70% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 25 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE B8-Owner Suite Camode Window Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. S4S 2 W HF#2 Floor 2.5 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.083 in Ct = 1 1 1 OTotMax 0.125 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 20.3 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,022.5 Ibs Live 0 0 Vxmax 1,022.5 Ibs Location 0.0 0.0 Mxmax 639.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 71 1,022 150 2,175 47% Max fb (psi) & M (ft-Ibs) 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% Gravity Analysis 26 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B9-Owner Bath Tub Window Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.167 In Ct = 1 1 1 OTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 3.5 0.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 361.6 Ibs Live 0 0 Vxmax 361.6 Ibs Location 0.0 0.0 Mxmax 452.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 25 362 150 2,175 17% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 27 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B10-Garage Door Header Span and Member Properties Type No. of pieces Section GLB 1 3'/2 x 10% 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. 24F-V4 Floor 16.25 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 10.50 in Wtlnc factor 1.000 factor A. 36.75 in' E 1,800,000 psi Sx 64.3 in' Fb 2,400 psi Ix 337.6 in" 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 Fv 240 psi CM = 1 1 1 Vxau 5,880 Ibs Cf. = 1 N/A N/A Wall 12,863 ft-Ibs C; = 1 1 1 OLLMax 0.542 In Ct = 1 1 1 OTotMax 0.813 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 4.0 2.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 2,214.6 Ibs Live 0 0 Vxmax 2,214.6 Ibs Location 0.0 0.0 Mxmax 8,996.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 90 2,215 240 5,880 38% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 28 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B11-Entry Header Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 3.0 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 In Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 23.0 3.8 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,683.3 Ibs Live 0 0 Vxmax 1,683.3 Ibs Location 0.0 0.0 Mxmax 1,262.5 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 116 1,683 150 2,175 77% Max fb (psi) & M (ft-Ibs) 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 % Job #20241119CE Gravity Analysis 29 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B12-Den/Office Window Span and Member Properties Type No. of pieces Section S4S 2 W 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 5 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.167 In Ct = 1 1 1 OTotMax 0.250 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 20 Trib (ft) 3.5 6.3 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,174.1 Ibs Live 0 0 Vxmax 1,174.1 Ibs Location 0.0 0.0 Mxmax 1,467.6 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 81 1,174 150 2,175 54% Max fb (psi) & M (ft-Ibs) 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 % Job #20241119CE Gravity Analysis 30 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B13-Great Room SGD Span and Member Properties Type No. of pieces Section GLB 1 3'/2 x 12 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. 24F-V4 Floor 10 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 12.00 in Wtlnc factor 1.000 factor A. 42.00 in' E 1,800,000 psi Sx 84.0 in' Fb 2,400 psi Ix 504.0 in" 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 Fv 240 psi CM = 1 1 1 Vxau 6,720 Ibs Cf. = 1 N/A N/A Wall 16,800 ft-Ibs C; = 1 1 1 OLLMax 0.333 In Ct = 1 1 1 OTotMax 0.500 In Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 20.3 8.8 0.0 0.0 in 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 Ibs Dead 0 0 Rb 6,390.6 Ibs Live 0 0 Vxmax 6,390.6 Ibs Location 0.0 0.0 Mxmax 15,976.5 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 228 6,391 240 6,720 95% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 31 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis B14-Dining Room Window Span and Member Properties Type No. of pieces Section GLB 1 3'/2 x 10% 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. 24F-V4 Floor 8 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 10.50 in Wtlnc factor 1.000 factor A. 36.75 in' E 1,800,000 psi Sx 64.3 in' Fb 2,400 psi Ix 337.6 in" F 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 Fv 240 psi CM = 1 1 1 Vxau 5,880 Ibs Cf. = 1 N/A N/A Wall 12,863 ft-Ibs C; = 1 1 1 OLLMax 0.267 in Ct = 1 1 1 OTotMax 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 in 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 Ibs Dead 0 0 Rb 5,289.6 Ibs Live 0 0 Vxmax 5,289.6 Ibs Location 0.0 0.0 Mxmax 10,579.2 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 216 5,290 240 5,880 90% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 32 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE B15-Dining Mandoor & Sink Window Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. S4S 2 W HF#2 Floor 3 <19% b 3.00 in Wt factor 0.213 Ib/(in2-ft) h 14.50 in Wtlnc factor 1.000 factor A. 21.75 in' E 1,300,000 psi Sx 26.3 in' Fb 850 psi lx 95.3 in" 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 Fv 150 psi CM = 1 1 1 Vxau 2,175 Ibs Cf. = 1 N/A N/A Wall 2,420 ft-Ibs C; = 1 1 1 OLLMax 0.100 in Ct = 1 1 1 OTotMax 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 in 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 Ibs Dead 0 0 Rb 441.4 Ibs Live 0 0 Vxmax 441.4 Ibs Location 0.0 0.0 Mxmax 331.1 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 30 441 150 2,175 20% Max fb (psi) & M (ft-Ibs) 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% Gravity Analysis 33 of 40 EJS Engineering, PLLC 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs Eric J. Sniezak, P.E. Gravity Analysis Job #20241119CE (C) Top Level Floor System C1-Garage Floorbeam Span and Member Properties Type No. of pieces Section Species A Crit Span (ft) Moist Cont. Versa -Lam 1 51/4x18 2.03100 Floor 20 <19% b 5.25 in Wt factor 0.257 Ib/(in2-ft) h 18.00 in Wtlnc factor 1.000 factor Ax 94.50 in` E 2,000,000 psi Sx 271.0 in' Fb 3,100 psi Ix 2,551.5 in" 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 Fv 285 psi CM = 1 1 1 Vxau 17,955 Ibs Cf. = 1 N/A N/A Mxaii 70,011 ft-Ibs C; = 1 1 1 uLLMax 0.667 in Ct = 1 1 1 OTotMax 1.000 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 .2 Live (psf) 25 40 60 100 Trib (ft) 20.3 10.3 0.0 0.0 in 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 Ibs Dead 0 0 Rb 13,750.0 Ibs Live 0 0 Vxmax 13,750.0 Ibs Location 6.3 0.0 Mxmax 68,750.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 218 13,750 285 17,955 77% Max fb (psi) & M (ft-Ibs) 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% Gravity Analysis 34 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis C2-Flush Floorbeams in Main Span and Member Properties Type No. of pieces Section Versa -Lam 1 31/2x11 x 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. 2.03100 Floor 6.1666667 <19% b 3.50 in Wt factor 0.257 Ib/(in2-ft) h 11.88 in Wtlnc factor 1.000 factor Ax 41.56 in` E 2,000,000 psi Sx 82.4 in' Fb 3,100 psi Ix 488.4 in" 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 Fv 285 psi CM = 1 1 1 Vxau 7,897 Ibs Cf. = 1 N/A N/A Mxaii 21,275 ft-Ibs C; = 1 1 1 OLLMax 0.206 In Ct = 1 1 1 OTotMax 0.308 In Uniform Loads Roof Floor Upper Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 12 100 Trib (ft) 0.0 15.3 0.0 0.0 in 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 Ibs Dead 0 0 Rb 2,478.1 Ibs Live 0 0 Vxmax 2,478.1 Ibs Location 0.0 0.0 Mxmax 3,820.4 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 89 2,478 285 7,897 31 % Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 35 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis U-Stairway Floor Header Span and Member Properties Type No. of pieces Section S4S 1 4x8 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. DF#2 Floor 3 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 7.25 in Wtlnc factor 1.000 factor A. 25.38 in` E 1,300,000 psi Sx 30.7 in' Fb 900 psi Ix 111.1 in" 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 Fv 180 psi CM = 1 1 1 Vxau 3,045 Ibs Cf. = 1 N/A N/A Wall 2,070 ft-Ibs C; = 1 1 1 OLLMax 0.100 In Ct = 1 1 1 OTotMax 0.150 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 0.0 9.7 0.0 0.0 in 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 Ibs Dead 0 0 Rb 762.7 Ibs Live 0 0 Vxmax 762.7 Ibs Location 0.0 0.0 Mxmax 572.1 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 45 763 180 3,045 25% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 36 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis (D) Main Floor System D1-Main Floorbeams Span and Member Properties Type No. of pieces Section S4S 1 4x8 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. DF#2 Floor 5.5 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 7.25 in Wtlnc factor 1.000 factor A. 25.38 in` E 1,300,000 psi Sx 30.7 in' Fb 900 psi Ix 111.1 in" 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 Fv 180 psi CM = 1 1 1 Vxau 3,045 Ibs Cf. = 1 N/A N/A Wall 2,070 ft-Ibs C; = 1 1 1 OLLMax 0.183 In Ct = 1 1 1 OTotMax 0.275 In Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 0.0 9.0 0.0 0.0 in 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 Ibs Dead 0 0 Rb 1,303.3 Ibs Live 0 0 Vxmax 1,303.3 Ibs Location 0.0 0.0 Mxmax 1,792.0 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 77 1,303 180 3,045 43% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 37 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis 132-Main Floor Joists Span and Member Properties Type No. of pieces Section S4S 1 2x10 20241119CE Rueppell_Projects West 2370A Garage Right Lot 2 - Calcs Species A Crit Span (ft) Moist Cont. HF#2 Floor 8.9 <19% b 1.50 in Wt factor 0.213 Ib/(in2-ft) h 9.25 in Wtlnc factor 1.000 factor A. 13.88 in` E 1,300,000 psi Sx 21.4 in' Fb 850 psi lx 98.9 in" 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 Fv 150 psi CM = 1 1 1 Vxau 1,388 Ibs Cf. = 1 N/A N/A Wall 2,091 ft-Ibs C; = 1 1 1 OLLMax 0.297 In Ct = 1 1 1 OTotMax 0.445 in Uniform Loads Roof Floor Deck Storage Dead (psf) 15 12 12 12 t Live (psf) 25 40 60 100 Trib (ft) 0.0 1.3 0.0 0.0 in 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 Ibs Dead 0 0 Rb 321.7 Ibs Live 0 0 Vxmax 321.7 Ibs Location 0.0 0.0 Mxmax 715.7 ft-Ibs Design Check Stress/Deflection/Load Check ------------------- OK Actual Allowable Max fv (psi) & V (Ibs) 35 322 150 1,388 23% Max fb (psi) & M (ft-Ibs) 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% Job #20241119CE Gravity Analysis 38 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis (F) Footings F1-Main Level Footings std. Load 1 Load 2 trib length 0.0 5.5 load 40.0 52.0 spacing 0.0 8.8 0 2,526 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs 2,526 Ibs required Load 3 uplift 0.0 0.0 ft 52.0 14.0 psf 0.0 0.0 ft 0 0 Ibs USE: 18"x18"x8" Footing-3375 Ibs bearing & 225 Ibs weight 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 Ibs 4,813 Ibs required USE: 24 "x24 "x8" Footing-6000 Ibs bearing & 400 Ibs weight F3-Deck Footings Load 1 trib length 10.0 load 40.0 spacing 6.0 2,400 Load 2 Load 3 uplift 0.0 14.0 0.0 ft 72.0 52.0 14.0 psf 9.0 0.0 0.0 ft 0 0 0 Ibs 2,400 Ibs required USE: 18"x18"x8" Footing-3375 Ibs bearing & 225 Ibs weight Job #20241119CE Footings 39 of 40 EJS Engineering, PLLC Eric J. Sniezak, P.E. Gravity Analysis F4-Front Porch Footings Load 1 Load 2 trib length 3.0 5.0 load 72.0 40.0 spacing 14.5 14.5 3,132 2,900 20241119CE Rueppell_Projects West_2370A Garage Right Lot 2 - Calcs 6,032 Ibs required Load 3 uplift 14.0 5.0 ft 0.0 14.0 psf 0.0 14.5 ft 0 1,015 Ibs USE: 30"x30"xl2" Footing-9375 Ibs bearing & 937 Ibs weight Job #20241119CE Footings 40 of 40