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1512 Structural Calcs 11012013 � e Structural Calculations for: Two Story 1512 Solberg Investments Base Plan-Site Specific Letter Required Pierce County 11/1/2012 Job# 20121001AE �� � � �� �,�..,�, :�� W�'�� ��'s t� - " b � ���,,� " � s ""'` Designed By: ' ° � . . � .b, � Eric J. Sniezak, P.E. : � ; ��� � , v ;� `� EJS Engineering, PLLC � .; ��`� : -. � � _ ,�a, � P.O. Box 748 �� �� � '� .� � . � , � Eatonville, WA 98328 �"�«��,� �,�,��,,,��►�'� (253) 405-2200 �� �� ��`�� � eric@ejs-engineering.com EJS EN�II�EERING. PLL� '�ECEIVEL� 0 C T 01 2013 ]BY: 20121001AE Solberg 1512 calcs.xisx .. `� `� P.O. Box 748 Eatonvil�e,WA 98328 (253)405-2200 E.IS�NGINEERING, PLLG Scope of Work Eric J. Sniezak, P.E. was asked to provide the structural calculations for the proposed structure. The following items are included: - Lateral Analysis - Gravity analysis - Truss layout review. I have provided the designer/architect/owner with three (3) sets of plans and structural calculations for use in obtaining a approved "base" or "basic" building plan for a generic location for the owner/builder the referenced plan in the referenced jurisdiction. The scope of this agreement covers the design phase only, not the site review and letter. A site specific letter must accompany these calculations for use at a specific building site and will be billed out at the hourly rate of $150.00 per hour. If site inspections are required by the building department, these will be performed at a 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 $100.00 per hour-including site visits and travel time this includes construction not following original engineering. Questions about the attached information should be addressed to Eric J. Sniezak, P.E. Eric J. Sniezak, P.E. EJS Engineering, PLLC P.O. Box 748 Eatonville, WA 98328 (253) 405-2200 eric ejs-engineerinq.com Scope of Work 2 of Z8 Eric J. Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx General Notes: Job#20121001AE 11/1j2012 Project: T��vo Stary 1512 Sc�lberg Investments Base Pian-Site Specific Letter Required Pierce County 7ob#2Q1�1001AE Applicable Codes and Specifications: 2009 International Building Code [IBC] 2009 International Residential Code [IRC] ASCE 7-05 [ASCE] 2005 NDS/ASD Wood Design Manuals [NDS] ANSI/AF&PA SDPWS-2008 Special Design Provisions for wind and seismic [AF&PA] Simpson Strong-Tie Wood Construction Connectors C-2009 [Simpson] Boise Engineered Wood Products-WSG 11/2005 [BCI] APA Technical Topic TT-100 [APA] Occupancy Category: II [ASCE Tbl 1-1&IBC Tbl 1604.5] Vertical Loads: Dead Loads Live Loads Roof(L or S) 15 psf �� psf [ASCE Tb14-1] Floor 12 psf 40 psf [ASCE Tbl 4-1] Deck 12 psf 40 psf [ASCE Tbl 4-1] Balcony 12 psf 60 psf [ASCE Tbl 4-1] >100 s.f. Balcony 12 psf 100 psf [ASCE Tbl 4-1] Storage 12 psf 20 psf [ASCE Tbl 4-1] Timber Wall 10 psf nj� Concrete �50 pcf n/a Steel 490 pcf n/a Lateral Loads: Seismic Category D [ASCE Tbl 11.6-1] Wind Speed35c„St 85 mph [ASCE fig 6-1] Exposure Category B [ASCE 6.5.6.3] Site Condition: Soil bearing 1500 psf Frost Depth 16 inches Jurisdiction: Pierce County General Notes 3 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Lateral Loadina Job#20121001AE REFERENCES WIND LOADS Wind loads shall be determined in accordance with Chapter 6 of ASCE 7. [IBC 1609.1,1] Building Span = 33.5 ft Building Length = 30 ft Building Wall Height = iS ft Roof Pitch = 6 :12 Roof Ht = 8,4 ft Mean Roof Ht= 22.19 ft avg roof ht of building a: 10%of the least horizontal dimension or 0.4h(h-mean roof height), [ASCE fig 6-2, note 10] whichever is smaller, but not less than either 4%of the least horizontal 10% horz 3 4%horz 1Z 3.0 ft =a 0.4*h 10.6 3 ft. 3.0 6 ft=Za Simplified method used, Considers vertical projection areas. Wind Load, W=ps =.l *K�. *IW *Psso [ASCE eqn 6-1] Basic Wind Speed,V = 85 MPH [ASCE 6.5.4] IW =Importance Factor 1,00 [ASCE table 6-1] Exposure Category B [ASCE 6.5.6] � =Building ht&exp adj coef. 1 [ASCE fig 6-2] Kzt,topo factor at mean roof ht 1 [ASCE 6.5.7 and fig 6-4] p53o,A wall end zone(hor) 14.4 psf [ASCE fig 6-2] ps3o, B roof end zone(hor) 2.3 psf [ASCE fig 6-2] p53o,C wall center zone (hor) 10.4 psf [ASCE fig 6-2] p53o, D roof center zone (hor) 2.4 psf [ASCE fig 6-2] Basic Load Combination =0.6D +1.OW [IBC 16-14] DESIGN WIND LOADS: There is a 10.0 psf minimum load on any wall projection or overhang. [ASCE 6.4Z.1.1) Calc Min Control WA= 14.4 10.0 14.4 psf WB= 2.3 10.0 10,0 psf W�= 10.4 10.0 10.4 psf Wp= 2.4 10.0 10,0 psf Lateral Loading 4 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xisx Lateral Loadina Job#20121001AE REFERENCES SQSMIC LOADS 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 Tbi 11.6-1] E=E�,+E„ [ASCE Eqn 12.14-3] E,,=QE LASCE Eqn 12.14-5] E„=0.2*Sds*D [ASCE Eqn 12.14-6] note:0.2*Sds*D is the vertical component of the load. 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 100% Fa=Acceleration based Site Coefficient 1.2 [ASCE Tbl 11.4-1] SS =Mapped spectral accei. 125% [ASCE Fig 22-1] F=#of storys modifer, 1.0, 1.1, 1Z; 1, 2, i,l [ASCE 12.14.8-1] R =Response mod factor 6.5 RWO� A,13 [ASCE Tbl 12.14-1] 1.25 R�a��; G.3 [ASCE Tbl 12Z-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 =0.6D +0.7E [IBC 16-15] DESIGN SQSMIC LOADS: E =Ei,=V =F*SDS*W/RW�d 0.169 *W E =Eh=V =F*SDS*W/Rcanti 0.880 *W 0.7EWaod = 0.118 *W 0.7Ecanti = 0.616 *W Lateral Loading 5 of 28 Eric J.Sniezak, P.E. Z0121001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line Ua-Upper Left Wall Nailing Schedule Shearwali Force From Wind 1426.5 Ibs USE"A" nailing Shearwall Force from Seismic 1127.8 Ibs Wall Layout Shear Length Wind 32.0 ft ShearW 44.6 plf A Nailing Shear Length Seismic 32.0 ft Shears 35.2 plf A Nailing Wall Length 32.0 ft Btm Plt 67.1 plf Bottom Plate Length 32.D ft # w h Ratio weff inc? Mot Mrestore Mnet Uplift Nailing other 1 32.0 8 0.3 32.0 yes 11412 79872 -68460 -2139 7392 n/� Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 38.5 ft� Zone A 24.0 ft� Zone B 0,0 ft� Zone B 0.0 ft� Zone C 82.0 ft� Zone C 36.0 ft2 Zone D 2.0 ft� Zone D 0.0 ft� Shearwall Area 122.4 ft� Add Btm Pt Area 60.0 ft� Btm Pt Force Shearwall ForceW 1,426.5 Ibs Add Btm Pt Force 720.0 Ibs 2,146.5 Ibs Weight for Seismic Loading Shearwall Seismic Wt 9,520 Ibs Btm Pt Wt 10,720 Ibs Shearwall Forces 1,128 Ibs Btm Pt Force 1,270 Ibs Restoring Wt 8,320 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 32.0 �Z.O 384.0 15.0 5760 yes rect restore roof yes 32.0 0.0 0.0 15.0 0 no rect roof no restore yes 32.0 8,0 256.0 10.0 2560 yes rect shear wall yes 30.0 4,0 120.0 10.0 1200 no rect upper 1/2 perp walls no 30.0 4.0 120.0 10.0 1200 no rect lower 1/2 wall perp Shear Wall Line 6 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line Ma-Main I�ft Nailing Schedule Shearwall Force From Wind 3136.5 Ibs USE"A"' nailing Shearwall Force from Seismic 2467.6 Ibs Wall Layout Shear Length Wind 33.5 ft ShearW 93.6 plf A Nailing Shear Length Seismic 33.5 ft Shears 73.7 plf A Nailing Wall Length 33.5 ft Btm Plt 115.1 plf Bottom Plate Length 33.5 ft # w h Ratio Weff inc? Mot Mrestore Mnet Uplift Nailing other 1 33.5 8 a.2 33.5 yes 25092 128720 -103628 -3093 7739 n/� Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 95.5 ft� Zone A 24.0 ft� Zone B 0.0 ft� Zone B 0.0 ft� Zone C 167.5 ft� Zone C 35.0 ft� Zone D 2.0 ft� Zone D 0.0 ft� Shearwall Area 264.9 ft� Add Btm Pt Area 60.0 ft� Btm Pt Force Shearwall ForceW 3,136.5 Ibs Add Btm Pt Force 720.0 Ibs 3,856.5 Ibs Weight for Seismic Loading Shearwall Seismic Wt 20,830 Ibs Btm Pt Wt 22,030 Ibs Shearwall Forces 2,468 Ibs Btm Pt Force 2,610 Ibs Restoring Wt 12,808 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 32.0 �2.0 384.0 15.0 5760 y�s rect restore roof yes 32.0 0.0 0.0 15.0 0 nc� rect roof no restore yes 32.0 17.0 544.0 10.0 5440 yes rect shear wall yes 30.0 12,Q 360.0 10.0 3600 no rect upper 1/2 perp walls no 30.0 4.0 120.0 10.0 1200 no rect lower 1/2 wall perp y�s 33.5 4.0 134.0 12.0 1608 yes rect upper floor restore yes 33.5 11.0 368.5 12.0 4422 ��o rect upper floor no restore Shear Wall Line(2) 7 of 28 _ Eric J.Sniezak, P.E. 20121001AE Solberg 151Z calcs.xisx Shear Wall Line Job#20121001AE Shear Wall Line Ub-UpperRight Walf Nailing Schedule Shearwall Force From Wind 1604.3 Ibs USE"A" nailing Shearwall Force from Seismic 1522.5 Ibs Wall Layout Shear Length Wind 29.5 ft ShearW 54.4 plf A Nailing Shear Length Seismic 29.5 ft Shears 51.6 plf A Nailing Wall Length 29.5 ft Btm Plt 78.8 plf Bottom Plate Length �9.5 ft # w h Ratio Weff inc? Mot Mrestore M�et Uplift Nailing other 1 29.5 8 Q.3 29.5 yes 12834 36551 -23716 -804 6815 n/a Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 20,2 ft� Zone A 24.0 ft� Zone B 44.9 ft� Zone B 0.0 ft� Zone C 51.7 ft� Zone C 36.0 ft� Zone D 32.8 ft� Zone D 0,0 ft� Shearwall Area 149.5 ft� Add Btm Pt Area 60.0 ft� Btm Pt Force Shearwall ForceW 1,604.3 Ibs Add Btm Pt Force 720.0 Ibs 2,324.3 Ibs Weight for Seismic�oading Shearwall Seismic Wt 12,853 Ibs Btm Pt Wt 14,053 Ibs Shearwall Forces 1,523 Ibs Btm Pt Force 1,665 Ibs Restoring Wt 4,130 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 29.5 4.0 118.0 15.0 1770 yes rect restore roof yes 29.5 17.0 501.5 15.0 7523 nv rect roof no restore yes 29.5 8.0 236.0 10.0 2360 yes rect shear wall yes 30.0 4.0 120.0 10.0 1200 no rect upper 1/2 perp walls no 30,0 4,0 120.0 10.0 1200 no rect lower 1/2 wall perp Shear Wall Line(3) 8 of z8 Eric J.Sniezak, P.E. 201z1001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line Mb-MainRight Wall Nailing Schedule Shearwall Force From Wind 3314.3 Ibs USE"A" nailing Shearwall Force from Seismic 2750.4 Ibs Wall Layout Shear Length Wind 29.5 ft ShearW 112.3 plf A Nailing Shear Length Seismic 29.5 ft Shears 93.2 plf A Nailing Wall Length 29.5 ft Btm Plt 136.8 plf Bottom Plate Length �9.5 ft # w h Ratio Weff inc? Mot Mrestore Mnet Uplift Nailing other 1 29.5 8 0.3 29,5 yes 26514 72579 -46065 -1562 6815 n/, Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 77.2 ft� Zone A 24,0 ft� Zone B 44.9 ft� Zone B 0.0 ft� Zone C 137Z ft� Zone C 36.0 ft� Zone D 32.8 ft� Zone D 0,0 ft� Shearwall Area 292.0 ft� Add Btm Pt Area 60.0 ft� Btm Pt Force Shearwall ForceW 3,314.3 Ibs Add Btm Pt Force 720.0 Ibs 4,034.3 Ibs Weight for Seismic Loading Shearwall Seismic Wt 23,218 Ibs Btm Pt Wt 24,418 Ibs Shearwall Forces 2,750 Ibs Btm Pt Force 2,893 Ibs Restoring Wt 8,201 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 29,5 4,0 118.0 15.0 1770 yes rect restore roof yes ?9.5 17,0 501.5 15.0 75Z3 r�� rect roof no restore yes 29.5 17,0 501.5 10.0 5015 yes rect shear wall yes 30.0 �.2.0 360.0 10.0 3600 ��o rect upper 1/2 perp walls no 30.0 4.0 120.0 10.0 1200 no rect lower 1/2 wall perp yes 29.5 4,0 118.0 12.0 1416 yes rect floor restore yes 29.5 11.0 324.5 12.0 3894 n� rect floor no restore Shear Wall Line(4) 9 of 28 Eric J. Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line U1-Upper Fran� Nailing Schedule Shearwall Force From Wind 2289.6 Ibs USE"A" nailing Shearwall Force from Seismic 1455.9 Ibs Wall Layout Shear Length Wind 17.7 ft ShearW 129.7 plf A Nailing Shear Length Seismic 15.8 ft Shears 92.2 plf A Nailing Wall Length ;0.0 ft Btm Plt 103.8 plf Bottom Plate Length 30.0 ft # w h Ratio weff inc? Mot Mrestore Mnet Uplift Nailing other 1 2.9 8 2,� 2.1 yes 3010 1115 1895 653 670 nI� 2 3.� 8 2.4 2.8 yes 3503 1510 1992 590 780 ��/a � 4.0 S 2.0 4.0 yes 4151 2121 2030 507 924 n/a Wind Loading Shearwall Area Additional Bottom Plate Area Zone A �4.0 ft� Zone A �4.0 ftZ Zone B 5q.3 ft� Zone B Q.0 ft� Zone C 46.0 ft� Zone C 46.0 ft� Zone D 963 ft� Zone D 0.0 ft� Shearwall Area 216.6 ft� Add Btm Pt Area 70.0 ft� Btm Pt Force Shearwall ForceW 2,289.6 Ibs Add Btm Pt Force 824.0 Ibs 3,113.6 Ibs Weight for Seismic Loading Shearwall Seismic Wt 12,290 Ibs Btm Pt Wt 13,630 Ibs Shearwall Forces 1,456 Ibs Btm Pt Force 1,615 Ibs Restoring Wt 7,800 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes �0.0 12.0 360.0 15.0 5400 yes rect restore roof yes 3Q.0 7.0 210.0 15.0 3150 no rect roof no restore yes 30.0 8.0 240.0 10.0 2400 yes rect shear wall yes 33,5 4.Q 134.0 10.0 1340 nc� rect upper 1/2 perp walls no 33.5 4.0 134.0 10.0 1340 no rect lower 1/2 wall perp Shear Wall Line (5) 10 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xisx Shear Wall Line Job#20121001AE Shear Wall Line M1-Main Frant Nailing Schedule Shearwall Force From Wind 2501.5 Ibs USE'B" nailing Shearwall Force from Seismic 2125Z Ibs Wall Layout Shear Length Wind 6.2 ft ShearW 405.6 plf B Nailing Shear Length Seismic 6.z ft Shears 344.6 plf B Nailing Wall Length �.0 ft Btm Plt 415.7 plf Bottom Plate Length 8,0 ft # w h Ratio Weff inc? Mot Mrestore M�t Uplift Nailing other 1 1,8 9 �.9 0.7 no n/, 1 G,2 9 1.5 6.2 yes 22514 15230 7283 1181 1425 sTHD1oRJ Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 78.0 ft� Zone A 24.0 ft� Zone B 50,3 ft� Zone B Q.0 ft� Zone C 52.0 ft� Zone C �6.0 ft� Zone D 33.5 ft� Zone D 0.0 ft� Shearwall Area 213.8 ft� Add Btm Pt Area 70.0 ft� Btm Pt Force Shearwall ForceW 2,501.5 Ibs Add Btm Pt Force 824.0 Ibs 3,325.5 Ibs Weight for Seismic Loading Shearwall Seismic Wt 17,940 Ibs Btm Pt Wt 19,280 Ibs Shearwall Forces 2,125 Ibs Btm Pt Force 2,284 Ibs Restoring Wt 10,680 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 30.0 �.0 180.0 15.0 2700 �yes rect restore roof yes 30.0 4.0 120.0 15.0 1800 no rect roof no restore yes 30.0 17,0 510.0 10.0 5100 yes rect shear wall yes 33.5 12.0 402.0 10.0 4020 no rect upper 1/2 perp walls no 33.5 4.0 134.0 10.0 1340 na rect lower 1/2 wall perp yes 30.0 3.d 240.0 12.0 2880 yes rect floor restore yes 30.Q 4.0 120.0 1Z.0 1440 no rect floor no restore Shear Wall Line(6) 11 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xisx Shear Wall Line Job#20121001AE Shear Wal) Line U2-Upp�r Back wall Nailing Schedule Shearwall Force From Wind 2289.6 Ibs USE"A" nailing Shearwall Force from Seismic 1455.9 Ibs Wall Layout Shear Length Wind 21.0 ft ShearW 109.0 plf A Nailing Shear Length Seismic 20.5 ft Shears 70.9 plf A Nailing Wall Length 30.0 ft Btm Plt 103.8 plf Bottom Plate Length 30.C� ft # w h Ratio weff inc? Mot Mrestore Mnet Uplift Nailing other 1 3S 8 �.3 3.0 yes 3016 1333 1684 487 799 n/� 1 6.9 8 1Z 6.9 yes 6033 5331 702 102 1598 n/a 1 10.6 8 Q.8 10.6 yes 9268 12579 -3312 -312 2454 nla Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 24.0 ft� Zone A 24,Q ft� Zone B 50.3 ft� Zone B C}.0 ft� Zone C 4b.0 ftz Zone C 46.0 ft� Zone D 96.3 ft� Zone D 0,0 ft� Shearwall Area 216.6 ft� Add Btm Pt Area 70.0 ft� Btm Pt Force Shearwall ForceW 2,289.6 Ibs Add Btm Pt Force 824.0 Ibs 3,113.6 Ibs Weight for Seismic Loading Shearwall Seismic Wt 12,290 Ibs Btm Pt Wt 13,630 Ibs Shearwall Forces 1,456 Ibs Btm Pt Force 1,615 Ibs Restoring Wt 7,800 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 30.0 12.0 360.0 15.0 5400 y�s rect restore roof yes 30.0 7.0 210.0 15.0 3150 no rect roof no restore yes 30.0 8.0 240.0 10.0 2400 yes rect shear wall yes 33.5 4.0 134.0 10.0 1340 no rect upper 1/2 perp walls no 33.5 4.0 134.0 10.0 1340 no rect lower 1/2 wall perp Shear Wall Line (7) 12 of 28 - Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line M2-Main Back Nailing Schedule Shearwall Force From Wind 2939.4 Ibs USE"A° nailing Shearwall Force from Seismic 2125.2 Ibs Wall Layout Shear Length Wind 17.0 ft ShearW 172.9 plf A Nailing Shear Length Seismic 15.0 ft Shears 141.8 plf A Nailing Wall Length �.0 ft Btm Plt 470.4 plf Bottom Plate Length 8.0 ft # w h Ratio Weff inc? Mot Mrestore Mnet Uplift Nailing other 1 3.0 9 3.� 1.9 yes 4604 1649 2954 999 683 �srt�[�sRT 1 3,0 9 3.(} 2.0 yes 4668 1696 2972 991 693 �5THD8R7 1 5.3 9 1.7 5.3 yes 8202 5236 2966 563 1218 n/a 1 5.8 9 l.& 5.8 yes 8980 6277 2704 469 1333 n/a Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 78.0 ft� Zone A 2�,0 ft� Zone B 50.3 ft� Zone B 0,0 ft� Zone C 78.0 ft� Zone C 46.0 ft� Zone D 50.3 ft� Zone D 0.0 ft� Shearwall Area 256.5 ft� Add Btm Pt Area 70.0 ft� Btm Pt Force Shearwall ForceW 2,939.4 Ibs Add Btm Pt Force 824.0 Ibs 3,763.4 Ibs Weight for Seismic Loading Shearwall Seismic Wt 17,940 Ibs Btm Pt Wt 19,280 Ibs Shearwall Forces 2,125 Ibs Btm Pt Force 2,284 Ibs Restoring Wt 10,680 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 30.0 G.0 180.0 15.0 2700 yes rect restore roof yes 3Q.0 4.0 120.0 15.0 1800 na rect roof no restore yes 30.0 17.0 510.0 10.0 5100 yes rect shear wall yes 33.5 12.0 402.0 10.0 4020 ��o rect upper 1/Z perp walls no 3s.5 4.0 134.0 10.0 1340 na rect lower 1/2 wall perp yes j0.0 8.0 240.0 12.0 2880 yes rect floor restore yes 30.0 4.4 120.0 12.0 1440 na rect floor no restore Shear Wall Line(8) 13 of 28 _ . , Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Shear Wall Line Job#20121001AE Shear Wall Line M3-Garage Wall Nailing Schedule Shearwall Force From Wind 2517.9 Ibs USE"A" nailing Shearwall Force from Seismic Z562.3 Ibs Wall Layout Shear Length Wind 18.3 ft ShearW 137.3 plf A Nailing Shear Length Seismic 18.3 ft Shears 139.8 plf A Nailing Wall Length 18.3 ft Btm Plt 163.5 plf Bottom Plate Length 18.3 ft # w h Ratio Weff inc? Mot Mrestore r'1�et Uplift Nailing other l 18.3 9 0.5 18.3 yes 23061 43890 -20829 -1136 4235 nI� Wind Loading Shearwall Area Additional Bottom Plate Area Zone A 0.0 ft� Zone A Q�0 ft� Zone B Q.0 ft� Zone B 0.0 ft� Zone C 149.5 ft� Zone C 46.0 ft� Zone D 963 ft� Zone D 0.0 ft� Shearwall Area 245.8 ft� Add Btm Pt Area 46.0 ft� Btm Pt Force Shearwall ForceW 2,517.9 Ibs Add Btm Pt Force 478.4 Ibs 2,996.3 Ibs Weight for Seismic Loading Shearwall Seismic Wt 21,630 Ibs Btm Pt Wt 22,970 Ibs Shearwall Forces 2,562 Ibs Btm Pt Force Z,721 Ibs Restoring Wt 7,980 Ibs seis wt a b Area DL Wt(Ibs) restore shape notes yes 30.0 0,0 0.0 15.0 0 l��s rect restore roof yes 30.0 15.0 450.0 15.0 6750 no rect roof no restore yes 30,0 17.0 510.0 10.0 5100 yes rect shear wall yes 33.5 �.2.0 402.0 10,0 4020 no rect upper 1/2 perp walls no 33.5 4.0 134.0 10.0 1340 no rect lower 1/2 wall perp yes �0.0 8.0 240.0 12.0 2880 yes rect floor restore yes 30.0 �.0 240.0 12.0 2880 no rect floor no restore Shear Wall Line (9) 14 of 28 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calcs.xlsx Shear Wall Schedule Job# 20121001AE Mark# Wall Type Nails Pattern NOTES A 7/16" MIN.APA SHEATHING ONE FACE 8d 6"O.C. EDGE/12"O.0 FIELD 1,2,3,4,8,12,13 B 7/16" MIN.APA SHEATHING ONE FACE 8d 4"O.C. EDGE/12"O.0 FIELD 1,Z,3,5,8,12,13 C 7/16" MIN.APA SHEATHING ONE FACE 8d 3"O.C. EDGE/12"O.0 FIELD 1,3,6,8,10,11,1Z,13 D 7/16" MIN.APA SHEATHING ONE FACE 8d 2"O.C. EDGE/12"O.0 FIELD 3,7,8,9,10,11,12,13 p ALTERNATE BRACED WALL PANEL 8d 3"O.C.ALL FRAMING 14 Shearwall Notes: 1) All studs and blocking shall be HF#2 U.N.O.,all top and bottom plates shall be HF#2 U.N.O.. 2) All sheathing edges shall be blocked with?�c or wider framing. 3) Nailing criteria based on IBC Table 2306.4.1 for CD plywood and HF#2 framing. Substitutions must be verified in writing by the Engineer of Record. 4) Anchor bolts shall be 5/8"�, 7"embedment,and 3"x3"xl/4"square washer at 6'-0"o.c. 5) Anchor bolts shall be 5/8"�, 7"embedment,and 3"x3"x1/4"square washer at 4'-0"o.c. 6) Anchor bolts shall be 5/8"�, 7"embedment,and 3"x3"xl/4"square washer at 2'-0"o.c. 7) Anchor bolts shall be 5/8"�, 7"embedment,and 3"x3"xi/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) Provide nominal 3x sill bottom plate. 10) Provide nominai 3x or larger framing at abutting panel edges receiving edge nailing. 11) Studs shall not be spaced more than 16"o.c. 12) lOd box nails may be used in lieu of 8d common nails. All nails shall have full size heads 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) See Figure 2308.9.3.2 Also see APA TT-100 technical paper. Mark# Base Capaci 40% increase for wind A 255 pif 357 plf B 395 plf 553 plf C 505 plf 707 plf D 670 plf 938 plf Capacity Increase based on 2306.3 allowing an 40% increase for wind design. Shear Wall Schedule 15 of 28 Eric J.Sniezak, P.E. Z0121001AE Solberg 1512 calc Gravity Analysis Job#20121001AE (A) Roof S�rstem Ai-Trusses Intstall pre-manufactured trusses at 24"o.c.with simpson H1 clips at each truss and follow manufactures reccomendations. A2-Entry Porch Beams Span and Member Properties Type No.of pieces Section Species Deflection Crit Span (ft) Moist Cont. S4S 1 4x8 DF#2 Floor S.7 <�.9°!0 b 3.50 in Wt factor 0.233 Ib/(inz-ft) h 7.25 in WtInc factor 1.000 factor AX 25.38 in2 E 1,300,000 psi S,� 30.7 �n3 Fb 900 psi Ix 111.1 in4 F� 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„ 180 psi CM = 1 1 1 VXa�� 3�045 Ibs C,�� = 1 N/A N/A Mxa�� 2�989 ft-Ibs G = �- � � OLLMax �.189 Ill Ct = �- 1 � OTotMax �•Z83 In Uniform Loads Roof Floor Deck Storage � Dead(psf) 15 1Z 1Z 12 � Live(psf) 25 40 40 20 � Trib(ft) 8.0 C3 0 Q � Total Loads 320.0 0 0 0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 923.4 Ibs Dead 0 0 Rb 923.4 Ibs L'IVe 0 0 Vxmax 923.4 Ib5 LoCat1011 0 0 Mxmax 1�308Z ft-IbS Design Check Stress/Deflection/Load Check-----------------> C)K Actual Allowable Max fv (psi)&V (Ibs) 55 923 180 3,045 30°10 Max fb(psi)&M (ft-Ibs) 512 1,308 1,170 2,989 44°l0 Live Load Max Defl. (in) 0.032 L/2117 0.189 L/360 17°!0 Eric J.Sniezak, P.E. Z0121001AE Solberg 1512 calc GravitX Analysis Job#Z0121001AE (B) Headers Bi-Upper header with girder truss point load. Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. S�S 1 6x12 DF#2 Floor 4 �19% b 5.50 in Wt factor 0.233 Ib/(inz-ft) h 11.50 in WtInc factor 1.000 factor AX 63.25 in2 E 1,300,000 psi S,� 121.2 in3 Fb 900 psi IX 6971 in4 F„ 180 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF= 1 N/A N/A Fb 900 psi C,- _ �. N/A N/A F� 180 psi CM = 1 1 1 Vxa�� 7�590 Ibs C.�� = 1 N/A N/A Mxa�� 9�092 ft-Ib5 C; = 1 1 � OLLMax 0.133 in � _ � � � OTotMax �.2�� In Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live(psf) 25 40 40 20 ,� Trib(ft) 15 0 0 0 c�i Total Loads 600 0 0 0 14.74 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 4,229.5 Ibs Dead 2250 0 Rb 4,229,5 Ibs L'IVe ..>750 0 Vxmax 4�229.5 Ib5 Location 2 0 MX�X 7,229.5 ft-Ibs Design Check Stress/Deflection/Load Check-----------------> �K Actual Allowable Max fv (psi)&V(Ibs) 100 4,229 180 7,590 �6°r`o Max fb(psi)&M (ft-Ibs) 716 7,229 900 9,092 80°l0 Live Load Max Defl. (in) 0.002 L/20091 0.133 L/360 �°!� Total Load Max Defl. (in) 0.004 L/12256 0.200 L/240 2% Eric J.Sniezak, P.E. 2012100]AE Soiberg 1512 calc Gravity Analysis Job#20121001AE B2-Standard Upper Headers Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. S�S 1 4x8 DF#2 Floor 4 <19% b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 7Z5 in WtInc factor 1.000 factor AX 25.38 in2 E 1,300,000 psi S,� 30.7 in3 Fb 900 psi IX 111.1 in4 F„ 180 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF= 13 N/A N/A F b 1,170 psi C,- = 1 N/A N/A F� 180 psi CM = 1 1 1 Vxa�� 3�045 Ibs Cfi� = 1 N/A N/A Mxa�� 2�989 ft-Ibs C; = i 1 1 �LLMax 0.133 in C,� = 1 1 1 OTotMax 0.200 In Uniform Loads Roof Floor Deck Storage � Dead(psf) 15 12 12 12 � Live(psf) 25 40 40 20 � Trib(ft) 15 0 0 0 �'i Total Loads 600 0 0 0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,211.8 Ibs Dead 0 0 Rb 1,211.8 Ibs Live 0 0 VX�X 1,211.8 Ibs Location Q 0 MX�X 1,211.8 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C�K Actual Allowable Max fv (psi)&V (Ibs) 72 1,212 180 3,045 40°'0 Max fb(psi)&M (ft-Ibs) 474 1,212 1,170 2,989 4J.% Live Load Max Defl. (in) 0.015 L/3210 0.133 L/360 11% Total Load Max Defl.(in) 0.024 L/1987 0.200 L/240 12°l0 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity Analysis Job#20121001Af B3-Lower Header with Girder Load above Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. �S 1 6x12 DF#2 Floor 5 <19°10 b 5.50 in Wt factor 0.233 Ib/(in2-ft) h 11.50 in WtInc factor 1.000 factor AX 63.25 inZ E 1,300,000 psi S,� 121.2 in3 Fb 900 psi IX 697.1 in4 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 C,- = 1 N/A N/A F� 180 psi CM = 1 1 1 Vxa�� 7�590 Ibs Cf� = 1 N/A N/A Mxa�� 9�092 ft-Ibs Ci = � �- 1 OLLMax 0.167 Ill Ct = l �- � OTotMax 0.25� In Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live (psf) 25 40 40 ZO ,� Trib(ft) 15 6 0 0 �°'i Total Loads 600 312 0 0 14.74 plf Point Loads Reactions/forces/stresses Load 1 Load Z Ra 4,476.8 Ibs Dead 1350 0 Rb 3,756.8 Ibs L'IVe 2250 0 UXmax 4�476.8 IbS LOCation 2 0 Mxmax 7�216.1 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C�K Actual Allowable Max fv (psi)&V(Ibs) 106 4,477 180 7,590 59°fo Max fb(psi)&M (ft-Ibs) 714 7,216 900 9,092 ?9°'0 Live Load Max Defl.(in) 0.020 L/3024 0.167 L/360 12% Total Load Max Defl. (in) 0.031 L/1944 OZ50 L/240 12°l0 _ Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity AnalXsis Job#20121001Af B4-Main Floor Headers Span and Member Properties Type No.of pieces Section Species Deflection Crit Span (ft) Moist Cont. S4S 1 4x8 DF#2 Floor 4� <19°10 b 3.50 in Wt factor 0.233 Ib/(in2-ft) h 7.25 in WtInc factor 1.000 factor AX 25.38 inz E 1,300,000 psi S,� 30.7 in3 Fb 900 psi IX 111.1 in4 F„ 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 C,- = 1 N/A N/A F„ 180 psi CM = 1 1 1 Vxa�� 3�045 Ibs C.�� = 1 N/A N/A MXa�� 2�989 ft-Ibs C� = 1 1 1 OLLMax 0.133 In �-t — �- � 1 �TotMax �.Z�� In Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live(psf) 25 40 40 20 ,� Trib(ft) 15 �3 0 0 c�i Total Loads 600 416 0 0 5.91 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 2,043.8 Ibs Dead 0 0 Rb 2,043.8 Ibs L'IVe Q 0 Vxmax 2�043.8 Ib5 LoCation 0 0 �`�lxmax 2�043.8 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C�K Actual Allowable Max fv (psi)&V (Ibs) 121 2,044 180 3,045 67°l0 Max fb(psi)&M (ft-Ibs) 800 2,044 1,170 2,989 68°to Live Load Max Defl. (in) 0.028 L/1732 0.133 L/360 21°l0 Total Load Max Defl. (in) 0.041 L/1178 OZ00 L/240 ZC�°lo - Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity Anal�sis Job#20121001AE B5-Garage Door Header Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. GLB 1 3�/s X 1.6�/z 24F-V4 Floor 16.25 <l9% b 3.13 in Wt factor 0.233 Ib/(in2-ft) h 16.50 in WtInc factor 1.000 factor AX 51.56 inZ E 1,800,000 psi S,� 141.8 in3 Fb 2,400 psi Ix 1,169.8 in4 F„ 240 psi Adjustment Factors Adjusted Design Values M V E E 1,800,000 psi CF = 1 N/A N/A Fb 2,400 psi C� _ �. N/A N/A F„ 240 psi CM = 1 1 1 Vxa�� 8�250 Ibs C.�� = 1 N/A N/A Mxa�� 28�359 ft-Ibs � = 1 �. 1 OLLMax �.�� Ifl Ct = �. �. z OTotMax �.813 In Uniform Loads Roof Floor Deck Storage � Dead(psf) 15 1Z 12 12 � Live (psf) 25 40 40 20 ,� Trib(ft) G 11 0 0 c�'i Total Loads 240 572 0 0 12.01 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 6,695.1 Ibs Dead 0 0 Rb 6,695.1 Ibs L'IVe 0 0 Vxmax 6�695.1 Ib5 LOCBtloll 0 0 Mxmax �7�198.9 ft-IbS Design Check Stress/Deflection/Load Check----------------> C�K Actual Allowable Max fv (psi)&V (Ibs) 195 6,695 240 8,250 81°,'a Max fb(psi)&M (ft-Ibs) 2,302 27,199 2,400 28,359 96°,�� Live Load Max Defl.(in) 0.440 L/443 0.542 L/360 Sl°lo Total Load Max Defl. (in) 0.614 L/317 0.813 L/240 76°l0 . , Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity Analysis Job#20121001AE (C) Upper Floor System Ci-14" deep floor joists or 2x14 HF#2 Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. �4S 1 2x14 HF#2 Floor 1$ <19°to b 1.50 in Wt factor 0.213 Ib/(inz-ft) h 13.25 in WtInc factor 1.000 factor qX 19,gg inZ E 1,300,000 psi S,� 43.9 in3 Fb 850 psi IX 290.8 in4 F� 150 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF = 0.9 N/A N/A Fb 880 psi Cr = 1.15 N/A N/A F� 150 psi CM = 1 1 1 Vxa�� 1�988 Ibs Cf� = 1 N/A N/A Mxa�� 3�218 ft-Ibs C� = 1 1 1 OLLMax 0.600 In � _ � � � OTotMax �.90� In Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live(psf) 25 40 40 20 � Trib(ft) 0 1.33 0 0 c�i Total Loads 0 69 0 0 4Z3 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 662.1 Ibs Dead 0 0 Rb 662.1 Ibs L'IVe 0 0 Vxmax 662.1 Ibs Location 0 0 MX�X 2,979.5 ft-Ibs Design Check Stress/Deflection/Load Check-----------------> �K Actual Allowable Max fv (psi)&V (Ibs) 50 662 150 1,988 33°'a Max fb(psi)&M (ft-Ibs) 815 2,979 880 3,218 9j% Live Load Max Defl.(in) 0.333 L/648 0.600 L/360 56°l0 Total Load Max Defl. (in) 0.460 L/469 0.900 L/240 Sl°lo i i Eric J.Sniezak, P,E. 20121001AE Solberg 1512 calc Gravity Analysis Job#20121001AI C2-Edge Beam Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. Vet`sa-L�m 1 l�laxl4 2.0 2$Ofl Floo�' 5.2 <�,9% b 1.75 in Wt factor 0.257 Ib/(inZ-ft) h 14.00 in WtInc factor 1.000 factor AX 24.50 inz E 2,000,000 psi S,� 56.Z in3 Fb 2,800 psi IX 400.2 in4 F„ 285 psi Adjustment Factors Adjusted Design Values M V E E 2,000,000 psi CF= 1 N/A N/A Fb 2,800 psi C,. = 1 N/A N/A F„ 285 psi CM = 1 1 1 Vxa�� 4�655 Ib5 Cf� = 1 N/A N/A Mxa�� 13�112 ft-Ibs C� _ � 1 1 OLLMax 0.173 in C.� = 1 1 1 OTotMax 0.260 in Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live (psf) 25 40 40 20 ,� Trib(ft) 12 � 0 0 °c�i Total Loads 480 208 0 0 6.30 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 2,573.2 Ibs Dead 288 0 Rb 2,285.2 Ibs LiVe 960 0 Vxmax 2�573.2 Ibs LOCatlOrl � 0 Mxmax 3�882.7 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C}K Actual Allowable Max fv (psi)&V(Ibs) 158 2,573 285 4,655 55% Max fb(psi)&M (ft-Ibs) 829 3,883 2,800 13,112 30�;'0 Live Load Max Defl. (in) 0.015 L/4188 0.173 L/360 9°l0 Total Load Max Defl.(in) 0.021 L/2923 0.260 L/240 8% Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity Analysis Job#20121001Af C3-Cross beam for CL Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. S4S 1 4x12 DF#2 Floor 7.33 �19"10 b 3.50 in Wt factor 0.233 Ib/(inZ-ft) h 11.25 in WtInc factor 1.000 factor Ax 39.38 inz E 1,300,000 psi S,� 73.8 in3 Fb 900 psi IX 415.3 in4 F� 180 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF= 1.1 N/A N/A F b 990 psi Cr = i N/A N/A F� 180 psi CM = 1 1 1 Vxa�� 4�725 Ibs C.�� = 1 N/A N/A Mxa�� 6�091 ft-IbS Ci = � 1 �- OLLMax �•�� Ill Ct = 1 � � OTotMax 0.367 ill Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live (psf) 25 40 40 20 ,� Trib(ft) 0 0 0 0 c�i Total Loads 0 0 0 0 9.17 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 1,326.0 Ibs Dead 1029 0 Rb 1,314.3 Ibs Live 1� 0 Uxmax 1�326.0 Ib5 LOCatI01l 3,7 0 Mxmax 4�778.7 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C�K Actual Allowable Max fv (psi)&V (Ibs) 51 1,326 180 4,725 �8°-0 Max fb(psi)&M (ft-Ibs) 777 4,779 990 6,091 78:'o Live Load Max Defl.(in) 0.041 L/2167 0.244 L/360 17°l0 Total Load Max Defl.(in) 0.069 L/1279 0.367 L/240 19°l0 Eric J.Sniezak, P.E. 20121001AE Solberg 1512 caic Gravity Analysis Job#Z0121001AE C4-Floor Beam Span and Member Properties Type No.of pieces Section Species Deflection Crit Span (ft) Moist Cont. Vers:�-Lam 1 3�/z�c14 2.0 3100 Floor 10.333 <19°10 b 3.50 in Wt factor 0.257 Ib/(in2-ft) h 14.00 in WtInc factor 1.000 factor AX 49.00 in2 E 2,000,000 psi S,� 112.4 in3 Fb 3,100 psi IX 800.3 in4 F� 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„ 285 psi CM = 1 1 1 Vxa�� 9�310 IbS C.�� = 1 N/A N/A MXa�� 29�035 ft-Ibs Ci = � 1 1 �LLMax 0.3� IIl �t - 1 �. � OTotMax �.517 In Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live(psf) 25 40 40 20 „� Trib(ft) 0 15 0 0 c�i Total Loads 0 780 0 0 12.60 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 4,095.1 Ibs Dead 0 0 Rb 4,095.1 Ibs L'IVe 0 0 Uxmax 4�095.1 Ibs LoCation 0 0 r'lxmax 10�579.0 ft-Ib5 Design Check Stress/Deflection/Load Check----------------> OK Actual Allowable Max fv (psi)&V (Ibs) 125 4,095 Z85 9,310 44°t� Max fb(psi)&M (ft-Ibs) 1,129 10,579 3,100 29,035 36% Live Load Max Defl. (in) 0.096 L/1289 0.344 L/360 28°l0 Total Load Max Defl. (in) 0.127 L/976 0.517 L/240 25p10 Eric J. Sniezak, P.E. 20121001AE Solberg 1512 calc Gravity Analysis Job#20121001Af (D) Lower Floor System D1-Main Level Joists 9-1�2" I joists or 2x10 HF#2 Span and Member Properties Type No.of pieces Section Species Deflection Crit Span (ft) Moist Cont. S4S 1 2X1€� HF#2 Floot' 1Q.5 <19°l0 b 1.50 in Wt factor OZ13 Ib/(inz-ft) h 9.25 in WtInc factor 1.000 factor Ax 13.88 inZ E 1,300,000 psi S,� 21.4 in3 Fb 850 psi IX 98.9 in4 F� 150 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF = 1.1 N/A N/A Fb 1,075 psi C,- = 1.�5 N/A N/A F� 150 psi CM = 1 1 1 Vxa�� 1�388 Ibs C,�� = 1 N/A N/A Mxa�� 1�917 ft-Ibs Ci = 1 1 1 OLLMax 0.350 Irl Ct = l 1 1 OTotMax 0.5Z5 ill Uniform Loads Roof Floor Deck Storage � Dead (psf) 15 12 12 12 � Live(psf) 25 40 40 20 ,� Trib(ft) 0 1�33 0 0 °c�i Total Loads 0 69 0 0 2.96 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 379.5 Ibs Dead 0 0 Rb 379.5 Ibs Live 0 0 Vxmax 379.5 Ibs LoCati0ll 0 0 Mxmax 996.2 ft-Ibs Design Check Stress/Deflection/Load Check----------------> �}K Actual Allowable Max fv (psi)&V (Ibs) 41 380 150 1,388 27�'lp Max fb(psi)& M (ft-Ibs) 559 996 1,075 1,917 5�% Live Load Max Defl. (in) 0.113 L/1110 0.350 L/360 32% Total Load Max Defl.(in) 0.154 L/819 0.525 L/240 29% i _ Eric J.Sniezak, P.E. 20121001AE Solberg 151Z calc Gravity Analysis Job#20121001AE D2-Floorbeams Span and Member Properties Type No.of pieces Section Species Deflection Crit Span(ft) Moist Cont. S4S 1 4x10 DF#2 Floor 5.5 <19°l0 b 3.50 in Wt factor OZ33 Ib/(inZ-ft) h 9.Z5 in WtInc factor 1.000 factor AX 32.38 in2 E 1,300,000 psi S,� 49.9 in3 Fb 900 psi IX 230.8 in4 F� 180 psi Adjustment Factors Adjusted Design Values M V E E 1,300,000 psi CF= 1.2 N/A N/A Fb 1,080 psi C,- = 1 N/A N/A F„ 180 psi CM = 1 1 1 Vxa�� 3�885 Ib5 Cf� = 1 N/A N/A MXa�� 4�492 ft-IbS Cy = 1 1 1 OLLMax �.183 Ill � _ �- 1 1 OTotMax �.�75 In Uniform Loads Roof Floor Deck Storage � Dead(psf) 15 12 12 12 � Live (psf) 25 40 40 ZO ,� Trib(ft) 0 9.Z5 Q 0 �'i Total Loads 0 481 0 0 7.54 plf Point Loads Reactions/forces/stresses Load 1 Load Z Ra 1,343.5 Ibs Dead 0 0 Rb 1,343.5 Ibs Live 0 0 Uxmax 1�343.5 Ib5 LoCat1011 0 0 Nlxmax 1�847.3 ft-Ibs Design Check Stress/Deflection/Load Check----------------> C1K Actual Allowable Max fv (psi)&V (Ibs) 6Z 1,343 180 3,885 35°l0 Max fb(psi)&M (ft-Ibs) 444 1,847 1,080 4,492 41�'io Live Load Max Defl. (in) 0.025 L/2599 0.183 L/360 14°l0 Total Load Max Defl.(in) 0.034 L/1969 0.275 L/240 12�'l0 . . Eric J.Sniezak, P.E. 20121001AE Solberg 1512 calc Footings and Foundation Job#20121001Af (� Footings and Foundation F1-Front of house with deck and cover From Floor From Roof trib length 6.0 ft trib length 5.5 ft load 52.0 psf load 40.0 psf spacing 3.0 ft spacing 3.6 ft 936 Ibs Gravity 792 Ibs Uplift trib length 5.0 ft load 12,0 psf spacing 3.6 ft 216 Ibs Uplift Footing Size Footing Capaciry Dead Load 18"x 18"x8" 3,375 I bs 225 I bs 24"x24"x8" 6,000 Ibs 400 Ibs 30"x30"x12" 9,375 Ibs 938 Ibs 36"x36"x15" 13,500 Ibs 1688 Ibs 42"x42"x18" 18,375 Ibs 2756 Ibs 48"x48"x18" 24,000 Ibs 3600 Ibs USE.• 18'Sr18'x8" footing F2-Interior Footings From Floor From Second trib length 5,5 ft trib length 3.0 ft load 5�.0 psf load 52.Q psf spacing 10.0 ft spacing 7�0 ft 2,860 Ibs Gravity 1,092 Ibs Uplift trib length 0.0 ft load 12.0 psf spacing 0.0 ft 0 Ibs Uplift Footing Size Footing Capacity Dead Load 18"x18"x8" 3,375 Ibs 225 Ibs 24"x24"x8" 6,000 Ibs 400 Ibs 30"x30"x12" 9,375 Ibs 938 Ibs 36"x36"x15" 13,500 Ibs 1688 Ibs 42"x42"x18" 18,375 Ibs 2756 Ibs 48"x48"x18" 24,000 Ibs 3600 Ibs USE.• 24'x24'x8" footing