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REVIEWED BLD2022-0428+Structural_Calculations+2.1.2022_9.53.58_AM+2653628BLD2022-0428 RECEIVED QAShiev...vance E N G IN E E RI N G, INC STRUCTURAL CALCULATIONS: PROJECT NO.: 21639 PROJECT NAME: Abodu Modular Two Bedroom PROJECT TYPE: New Construction Accessory Dwelling Unit Single -Story, Residential Building PROJECT ADDRESS: Washington ARCHITECT: Abodu 2424 El Camino Real Redwood City, CA 94063 PROJECT ENGINEER: Julie Christ DATE: April 12, 2021 Jun 13 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ,.,.,.,.,., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT' 753o Longley Ln., Suite 105 y�AV ID FIS� O` of W ASH! Reno, NV 89511 (775) 825-4945 OZAShlevavance E N G IN E E RI N G, INC TABLE OF CONTENTS DESIGN PARAMETERS Loads MODULAR FRAMING Floor & Roof Framing Layouts Beam & Joist Calculations LATERAL ANALYSIS Seismic Forces Force Distribution Wind Forces Shearwall Layouts Shearwall Forces Redundancy Factor Calculation Overturning Forces Transfer Calculations Diaphragm Forces FOUNDATIONS Foundation Layout Conventional Footing Calculations Point Load on Footing Calculations �p NV I D FIS„ 04 aF wAsy� NAL A.1 - A.2 A.2 1.1 - 1.6 1.1 1.2 2.1 - 2.10 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.9 2.10 3.1 - 3.3 3.1 3.2 3.3 Page A.1 of A.2 OZAShlewvance E N G IN E E RI N G, INC DESIGN PARAMETERS Code: 2018 IBC Design Materials : ( Please refer to General Notes & Specifications for more detailed information) Wood : Douglas Fir -Larch Foundations: Concrete 2500 psi Rebar 60 ksi Note: The intent of lateral design is to prevent structural failures, in the event of seismic activities or high - winds, but not to prevent the damage of architectural finishes or systems. The lateral calculations herein conform to the specifications of the current International Building Code (IBC). Ashley & Vance Engineering Inc. provides no guarantees, expressed or implied, as to the adequacy of the IBC provisions. These calculations, specifications, details and drawings are instruments of service and are the property of Ashley & Vance Engineering Inc. The information contained herein is for use on the specific project referenced above and shall not be used otherwise without the written authorization of Ashley & Vance Engineering Inc. Page A.2 of A.2 OZAShleavance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu Load Sheet ROOFLOADS Typical Roof Live Loads 20.0 psf Snow Load Ps = 0.7•Ce•Ct•I•Cs•Pg Ground Snow Load: psf 75.0 psf Exposure Factor: Ce 1.0 psf Thermal Factor: Ct 1.1 psf Importance Factor: 1 1.0 psf Roof Slope Factor: Cs 1.0 psf Minimum Roof Snow Load per Jurisdiction 75.0 psf 75.0 psf Typical Roof Dead Loads Asphalt Shingles 3.0 psf 5/8" Plywood 2.0 psf Wood Framing 2.8 psf 10" Batt Insulation 0.8 psf 5/8" Gyp. Board Ceiling 2.8 psf Misc. Mechanical / Solar 3.6 psf Total Dead Load 15.0 psf FLOOR LOADS Typical Floor Live Loads 40 psf Typical Floor Dead Loads Hardwood 4.0 psf 3/4" Plywood 2.5 psf Wood Framing 3.3 psf 10" Batt Insulation 0.8 psf 5/8" Gyp. Board Ceiling 2.8 psf Misc. Loads 1.6 psf Total Dead Load 15.0 psf Partition Load Assumed Partition Load 20 psf Wall Dead Weight 10 psf oZ AShievo-vance ABODU MODULAR 2 Bedroom Job No.: 21639 �NGINEERING,INC. Washington Modular Roof Framing Layout MODULAR ROOF FRAMING PLAN OZAShleVaVance ry 6 1 N E E R I N v, 1 rv, ABODU MODULAR 2 Bedroom Washington Job No.: 21639 Modular Floor Framing Layout I I I I I I BATH I I I I I I I I I BEDROOM I I BEDROOM � II it I I LIVING ROOM I II I FJ 1 KICHENETTE FB 2 ,CLOSET �I II II rl II I Page 1.3 of 1.6 f4o Ashley&Vance ENG I N E E R I N G, INC Job: 21639 - Abodu Modular Two Bedroom - Abodu Beam/Joist Input Data Description: D LR L S Sps= 1.400 1 r = 1 ft of roof trib Roof 15 20 0 75 psf Do = 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 0 0 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib (ft) ISPAN INFO I D LR L S Span/Load Type BEAM DESIGN 771 L/X,(ft) LdXe(ft) (plf) I(plf) I (plf) (plf) RB 1 7.0 r 0.0 f 0.0 g 0.0 d 0.0 w 105 140 0 525 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 -1 3/4" x 9 1/2" LVL Force Log(n) %Max Bending I 10kftj 10.5 75% Shear -4,558#110.5000011 63% skip Loading co„aid-d Spans REACTIONS Lo¢(R) L Mlk•rq IR,am Rma: 1 2 3 4 Additional Loads 10.5 1.0 13.5 1.0 9.0 1.0 10.5 1.0 105 140 0 525 105 140 0 525 105 140 0 525 105 140 0 525 Simple Span Simple Span Simple Span Simple Span Roller 1 Roller 2 Roller 3 Roller 4 Roller 5 0 --- 236# 2,617# 11 --- 872# 8,834# 24 0 698# 7,545# 33 0 661# 7,076# 44 --- 274# 2,844# _ DEFLECTIONS I / x I Defl is LOC(R) %Max Max(ASD) L 360 EIWIS 360 D+L 240 --- 0.35 17.25 1610 0.10 17.25 22% 533 0.30 17.25 68% 1104 0.15 17.25 22 RB 2 2.0 r 0.0 f 0.0 g 0.0 d 1.0 w 30 40 0 150 0 0 0 0 0 0 0 0 _0 0 0 0 10 0 0 0 (2)-1 3/4" x 9 1/2" LVL Force Locifq %Max Bending -4.8kft 0.8 35% Shear -6,023# 0 83% Spans REACTIONS Logfp I M(k1t) R,am R,aa: 1 5.0 1.0 40 40 0 150 Simple Span Additional Loads Roller 1 P-"-- 2 0 --- 615# 6,025 5 --- 166# 1,532# RB 1 1 0.8 1.1 k 1.5k 0 5.5k _ Point Load DEFLECTIONS I / x Deflp,,) Logfq %Max Max(ASD) L 360 EIWIS 360 D+L 240 --- 0.03 2.17 --- 8153 0.01 2.17 4% 2174 0.03 2.17 17% 4562 0.01 2.17 5% RB 3 3.0 r 0.0 f 0.0 g 0.0 d 0.0 w 45 60 0 225 0 0 0 0 0 0 0 _0 0 0 0 _0 0 0 0 0 1 1 -1 3/4" x 11 7/8" LVL Force Logn) %Max Bending -2.7kftl 4.5 27% Shear -1,215# 01 27% Spans REACTIONS Login) I M(klt) I R,aw R,aa: 1 9.0 1.0 45 60 0 225 Simple Span Additional Loads Roller 1 Roller 2 0 --- 122# 1,215# 9 --- 122# 1,215# DEFLECTIONS I / x Defl m Logn) I % Max Max(ASD) L 360 EIWIS 360 D+L 240 --- 0.08 4.5 --- 5955 0.02 4.5 6% 1588 0.07 4.5 23% 3403 0.0? 4.5 7% RB 4 7.0 r 0.0 f 0.0 g 0.0 d 1.0 w 105 140 0 525 0 0 0 0 0 0 0 _0 0 0 0 _0 10 0 0 0 (2)-1 3/4" x 7 1/4" LVL Force Logfq %Max Bending -6.5kft 1.4 79% Shear -5,224# 01 94% Spans REACTIONS Logfq I M)k•fq R,aw P- 1 2.7 1.0 115 140 0 525 Simple Span Additional Loads Roller 1 Roller 2 0 --- 529# 5,224# 3 --- 529# 5,224# RB 1 1 1.4 1.5k 1.9k 0 7.3k Point Load DEFLECTIONS I/x Defl,nLogfq 0/.Max L 360 EIWIS 360 D+L 240 --- 0.03 1.35 --- 4676 0.01 1.35 8% 1247 0.03 1.35 29% 2660 0.01 1.35 9 Page 1.4 of 1.6 fzo Ashley&Vance ENG I N E E R I N G, INC Job: 21639 - Abodu Modular Two Bedroom - Abodu Beam/Joist Input Data Description: D LR L S Sps= 1.400 1 r = 1 ft of roof trib Roof 15 20 0 75 psf Do = 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 0 0 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF JOISTS adVanceBeam 2.0 Member Trib (ft) SPAN INFO I D LR L S Spanll-oad Type -b. Forces OIST DESIGN & Reactions are — per foot basis I L/JG(ft) L/Xb(ft) (psf) I (psf) I(psf) (psf) RJ 1 1.0 r 0.0 f 0.0 g 0.0 d 0.0 w 15 0 0 0 0 20 0 0 0 0 0 0 0 0 0 75 0 0 0 0 2x12 D.F. #2 P 24" ox Force Loc(ft) %Max Bendingl 1.4kftl 5.5 88% Shear -495#1 01 43 % Spans REACTIONS Loc(f,) I M)k•ft) I R, in I P—, 1 Additional Loads 11.0 1.f, 15 20 0 75 Simple Span Roller 1 Roller 2 0 11 --- --- 50plf 50plf 495pif 495pif DEFLECTIONS I / x Deflp,,) Loc(R) % Max Max(ASD) L 360 EIWIS 360 D+L 240 --- 0.21 5.5 2853 0.05 5.5 761 0.17 5.5 1630 0.08 5.5 - 13 % 47% 15 Page 1.5 of 1.6 f4o Ashley&Vance ENG I N E E R I N G, INC Job: 21639 - Abodu Modular Two Bedroom - Abodu Beam/Joist Input Data Description: D LR L S S..= 1.400 1 r = 1 ft of roof trib Roof 15 20 0 75 psf Do = 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 0 0 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib (ft) SPAN INFO D LR L S Span/Load Type BEAM DESIGN LpG(ft) L"/Xe(ft) (plf) (plf) (plf) (plf) FB 1 0.0 r 7.0 f 0.0 g 0.0 d 1.0 w 0 105 -0 _0 1 10 0 0 0 0 0 0 280 0 0 0 0 0 _0 _0 0 (2)-1 3/4" x 9 1/2" LVL Force Loclffl %Max Bending I -4.0kftj 4.5 34 Shear -1,778# 01 28% Spans REACTIONS Lo¢gRl I MIk1t> I Rmw I R- 1 Additional Loads 9.0 1.0 115 0 280 0 Simple Span Roller 1 Roller 2 0 --- 9 --- 311# 311# 1,778# 1,778# DEFLECTIONS I / x I Defl i" LOC(ft) % Max Max(ASD) L 360 EIWIS --- D+L 240 --- 0.12 4.5 1307 0.08 4.5 --- 0.00 0.0 0.12 4.5 28 --- 26 FB 2 0.0 r 1.0 f 0.0 g 0.0 d 1.0 w 0 15 0 0 10 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 4 -1 3/4" x 9 1/2" LVL Force Loclftl % Max Bending -26kftj 5.5 96 Shear -7,443# 1 01 51 Spans REACTIONS Locgnl I Mlk•ft> I Rmw I R- 1 13.5 1.0 Additional Loads 25 0 40 0 Simple Span Roller 1 P-"-' 2 0 --- 14 --- 838# 423# 7,443# 3,342# RB 4 1 RB 4 2 __ i 5.5 882# 882# 1.2k 1.2k 0 0 4.3k 4.3k Point Load Point Load DEFLECTIONS I / x Deflp„I Logfol % Max Max(ASD) L 360 EIWIS --- D+L 240 --- 0.73 6.3 867 0.19 6.3 275 0.59 6.3 499 0.32 6.3 --- 42 48 Page 1.6 of 1.6 oZAshley&Vance ENG I N E E R I N G, INC Job: 21639 - Abodu Modular Two Bedroom - Abodu Description: D LR L S 1 r = 1 ft of roof trib Roof 15 20 0 75 psf 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 0 0 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf FLOOR JOISTS Beam/Joist Input Data SDs= 1.400 Do = 2.5 ad Vance Beam 2.0 Member Trib (ft) SPANINFO D LR L S Span/Load Type iOIST DESIGN rrm. Fors a R—ti..s are on a met bans L/Xa(ft) L/Xe(ft) (psf) (Psf) (Psf) (Psf) FJ 1 1.0 f 0.0 g 0.0 d 0.0 w 0 0 0 0 15 0 40 0 0 0 0 0 0 0 0 0 0 0 0 0 9-1/2" TJI 110 16" o.c. Force Locm % Max Bending -1.3kftl 7.0 72% Shear -385#1 01 42% Spans REACTIONS Loclfp I Mlkml I Rmm I R , 1 Additional Loads 15 0 40 0 Simple Span Roller 1 Roller 2 0 --- 63pif 385pif 14 --- 63pif 385pif DEFLECTIONS I / x Defllml I Loc(n)0/.Max Max(ASD) L 360 EIWIS --- D+L 240 --- 0.40 7.0 572 0.29 7.0 63% --- 0.00 0.0 --- 416 0.40 7.0 58% Page 2.1 of 2.10 AShley.vance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu SEISMIC DESIGN BASE SHEAR (STATIC) Risk Category: II (IBC Table 1604.5) le = 1.00 (ASCE Table 1.5-2) R = 6.5 (ASCE Table 12.2-1) Cd = 4 (ASCE Table 12.2-1) SEISMIC GROUND MOTION VALUES Site Classification = D Short Period Ss = 1.750 Fa = 1.200 SMs = 2.100 Sos = 1.400 ASD Lateral Force Analysis 2018 IBC Q2 = 2.5 (ASCE Table 12.2-1) Reduced by 1/2 for flexible diaphragms per ASCE Table 12.2-1 footnote b Soils Report? No Fa Min = 1.2 per 1613.2.3 Long Period S, = 0.720 (IBC Table 1613.2.3(1)) F = 1.700 (IBC Table 1613.2.3(2)) (IBC Eq. 16-36) SM, = 1.224 (IBC Eq. 16-37) (IBC Eq. 16-38) Sol = 0.816 (IBC Eq. 16-39) APPROXIMATE FUNDAMENTAL PERIOD Building TVDe: All Other Structural Svstems Maximum Height = 12.0 ft Ta = 0.13 sec (ASCE Eq. 12.8-7) To = 0.12 sec (ASCE 11.3) Ts = 0.58 sec (ASCE 11.3) SEISMIC DESIGN CATEGORY SDC = D SEISMIC BASE SHEAR Cs = 0.2154 Cs MAX = 0.9736 Cs MIN = 0.0616 Cs = 0.2154 V = 0.215*W (ASCE 11.6) TL = 8 sec (ASCE Figure 22-14) Govs (ASCE Eq. 12.8-2) (ASCE Eq. 12.8-3 & Eq. 12.8-4) (ASCE Eq. 12.8-5 & Eq. 12.8-6) Page 2.2 of 2.10 $Z AShiev.Vance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu Cs: 0.215 k = 1.00 (ASCE Eq. 12.8-12) ASD Lateral Force Analysis 2018 IBC DIAPHRAGM LOADS (ASCE 12.10) NORTH -SOUTH DIRECTION EAST -WEST DIRECTION Level DL (psf) PL (psf) (12.10-1) (psf) Max (psf) Min (psf) Gov (psf) PL (psf) (12.10-1) (psf) Max (psf) Min (psf) Gov (psf) Roof 30 10 8.6154 22.4 11.2 11.2 10 8.6 22.4 11.2 11.2 Page 2.3 of 2.10 Ashlev Vance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu ASCE Ch. 28 Part 2: SIMPLIFIED ENVELOPE PROCEDURE DESIGN WIND PRESSURE Exposure Category = B (IBC 1609.4.3) Roof Pitch = 0.3 :12-------- >Angle = 1 0 Eave Height = 10.0 ft Maximum Height = 12.0 ft Mean Roof Height = 11.0 ft Main Wind Force: Vwt = 130 mph Vasd = 101 mph A = 1.00 Kit = 1.00 1 W = 1.00 (Figure 1609.3(1)) (ASCE Figure 28.5-1) (ASCE 26.8 & Fig. 28.5-1) (ASCE 7 Table 1.5-2) ASD Lateral Force Analysis 2018 IBC N-S Dimension 14.0 ft E-W Dimension 43.0 ft Enclosure: Enclosed a = 3.0 ft ps = \*Kn*ps30 (ASCE Eq. 28.5-1) Zone PS30 ps (psf) (psf) A 24.21 24.2 B -14.97 15.0 C 16.05 16.0 D -8.89 8.9 WIND DISTRIBUTION ON NORTH -SOUTH WALLS Level Zone A Zone B Zone C Zone D 0.6 x Total Height Width Force Height Width Force Height Width Force Height Width Force Wind (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (Ibs) (pIf) Roof 5.0 6.0 726.3 2.0 6.0 179.6 5.0 8.0 642 2.0 8.0 142.2 1014 72.4 WIND DISTRIBUTION ON EAST -WEST WALLS Level Zone A Zone B Zone C Zone D 0.6 x Total Height Width Force Height Width Force Height Width Force Height Width Force Wind (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (Ibs) (pIf) Roof 5.0 6.0 726.3 2.0 6.0 179.6 5.0 37.0 2969 2.0 37.0 657.5 2720 63.2 ❑c OZAShleVaVance ry 6 1 N E E R I N v, 1 rv, ABODU MODULAR 2 Bedroom Washington SW 11 SW 12 Job No.: 21639 Modular Shearwall Layout - - - - t' BATH I LIVING ROOM BEDROOM BEDROOM i KICHENETTE CLOSET Ll I SW 13 SW 14 MODULAR FRAMING SHEARWALLS FOUNDATION SHEARWALLS Page 2.5 of 2.10 sZAshley&Vance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu Building Forces Simple Level Seis. Wind (psf) (plf) Roof 6.0 72.4 Totals: 6.0 72.4 ASD Lateral Force Analysis 2018 IBC TYPE Materials Sides EQ / Wind' 6 1/2" cdx 10d @ 6" 1 310 / 434 plf 4 1/2" cdx 10d @ 4" 1 460 / 644 plf 3 1/2" cdx 10d @ 3" 1 600 / 840 plf 2 1/2" cdx 10d @ 2" 1 770 / 1078 plf 44 1/2" cdx 10d @ 4" 2 920 / 1288 plf 33 1/2" cdx 10d @ 3" 2 1200 / 1680 plf 7 ##### ##### Total Force = Trib Shear + Add'I Shear Total Shear = Total Force / Wall Length 'Per 2015 SDPWS Table 4.3A, shearwall capacities have been increased by 40% when walls are governed by wind loading. Wall Wall Wall % of Seismic Trib Wind Shear Add'I Wall Gov. Wall ID Len Ht. Line Len Width Trib Seis Wind Seis Wind H/L Force Shear Gov (ft) (ft) Load (ft) (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) Ratio (Ibs) (plf) Case Type 5-2.2 MOD Framing & Details NS SW 1 8.00 9.00 100% 14.2 21.0 21.0 1795 1521 0 0 1 1/8:1 1795 224 Seis 6 SW 2 11.00 9.00 100% 14.2 21.0 21.0 1798 1521 0 0 3 1/61 2280 207 Seis 6 EW SW 11 14.50 9.00 40% 43.0 7.3 7.3 1885 527 0 0 5/8:1 759 52 Seis 6 SW 12 21.50 9.00 60% 43.0 7.3 7.3 1885 527 0 0 3/7:1 1126 52 Seis 6 SW 13 9.50 9.00 44% 43.0 7.5 7.6 1953 551 0 0 1:1 863 91 Seis 6 SW 14 12.00 9.00 56% 43.0 7.3 7.4 1883 534 0 0 2 3/71 1222 102 Seis 6 5-2.1 Foundation Plan NS SW 21 14.00 1.00 100% 14.2 21.0 21.0 0 0 1795 1521 0:1 1795 128 Seis 6 SW 22 14.00 1.00 100% 14.2 21.0 21.0 0 0 1798 1521 0:1 1798 128 Seis 6 EW SW 31 43.00 1.00 100% 43.0 7.3 7.3 0 0 0 0 0:1 0 0 Seis 6 SW 32 43.00 1.00 100% 43.0 7.3 7.3 0 0 0 0 0:1 0 0 Seis 6 Page 2.6 of 2.10 $ZAShieviVance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu ASD Lateral Force Analysis 2018 IBC REDUNDANCY FACTOR CALCULATION Is the structure regular in plan at all levels? NO Is the structure light framed construction? YES SDC D > 35% Base Shear? Wall ID ASCE 12.3.4.2 a Wall H/L % Capacity Capacity (Ibs) p at Level p per wall YES 2 MOD Framing & Details NS 10816 (Total Story Strength) 1.0 SW 1 2480 1.13 23% 1.0 SW 2 8336 0.64 N/A 1.0 EW 24025 Story Strength) 1.0 SW 11 4495 0.62 N/A 1.0 SW 12 6665 0.38 N/A 1.0 SW 13 2945 0.65 N/A 1.0 SW 14 9920 0.44 N/A 1.0 NO S-2.1 Foundation Plan NS 8680 (Total Story Strength) 1.0 SW 21 4340 0.13 N/A 1.0 SW 22 4340 0.07 N/A 1.0 EW 11160 Story Strength) 1.0 SW 31 4495 0.07 N/A 1.0 SW 32 1 6665 0.04 N/A 1.0 Page 2.7 of 2.10 sZAshlev&Vance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu ASD Lateral Force Analysis 2018 IBC Description L Length of wall PI Left point load of Variables: H Height of wall Px Point load at Xp v Unit shear on wall Pr Right point load Wt Unit weight of wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD = (p0.7MoT - (0.6-0. (CBC 1605.3.2) (ASCE 12.4.2.3) Wind: HD = (0.61VIOT - 0.6MR) (CBC 1605.3.2) (ASCE 2.4.1) Wall L H V Wt Wdl PI Px Pr Xp Wall Aligned Gov. ID (ft) (ft) (Ibs) (psf) (plf) (Ibs) (Ibs) (Ibs) (ft) Above Sides Case S-2.2 MOD Framing & Details NS SW 1 7.50 9.00 1795 10 30 SW 2 14.00 9.00 2280 10 30 EW SW 11 14.00 9.00 759 10 30 SW 12 21.00 9.00 1126 10 30 SW 13 9.00 9.00 863 10 30 SW 14 12.00 9.00 1222 10 30 S-2.1 Foundation Plan NS SW 21 14.00 1.00 1795 10 30 SW 22 14.00 1.00 1798 10 30 EW SW 31 43.00 1.00 0 10 30 SW 32 43.00 1.00 0 10 30 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis 0 0 0 0.00 0 N/A Seis Page 2.8 of 2.10 Schedule (3) Ashley&Vance E N G I N E E R I N G, I N C Shearwall Plywood and Transfer Calculations PLYWOOD CBC Shearwalls Type Wall Sides Value PLY OSB Ga G. CBC Transfers (spacing in inches) LTP4/ /8" ab 2) SIDS x1.25 SIDS x1.5 SDW S LTP5 RBC 16d 10d 1488 lb 2821b 3201b 352 lb 4521b 3481b 1391b 151 Ib (k/in) (k/in) 6 1/2" cdx 10d @ E 1 310 plf 14.0 22.0 57 10 13 17 13 5 5 4 1/2" cdx 10d @ 1 460 plf 17.0 30.0 38 7 9 12 9 3 3 3 1/2" cdx 10d @ ; 1 600 plf 19.0 37.0 29 6 7 9 7 2 1/2" cdx 10d @ 1 770 plf 23.0 52.0 23 4 5 7 5 44 1/2" cdx 10d @ 2 920 plf 34.0 60.0 4 4 6 33 1/2" cdx 10d @ : 2 1200 plf 38.0 74.0 3.2 3 5 22 1/2" cdx 10d @ 2 1540 plf 46.0 104.0 2.4 2 4 Example Calm Type 6, SDWS:SDWS Value: 352 x 12" = 13 inches Ply Value: 310 Type 4, LTP5: LTP Value: 452 x 12" = 12 inches Ply Value: 460 Page 3 Page 2.9 of 2.10 Schedule (3) Page 4 Page 2.10 of 2.10 AshleyMance E N G I N E E R I N G, I N C Job: 21639 - Abodu Modular Two Bedroom - Abodu ASD Lateral Force Analysis 2018 IBC Description of Variables: Mot Overturning Moment Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: HD = (p0.7MoT - (0.6-0.14"Sps)MR) / L (ASCE 12.4.2.3) Wind: HD = (0.61VIOT - 0.6MR) / L (AS CIE 2.4.1) Wall IVIOT IVIR Left IVIR Right HD Let HD Right Gov. Use Left Use Right ID (lb-ft) (lb-ft) (lb-ft) (lb) (Ib) S-2.2 MOD Framing $ Details NS SW 1 23083 3600 3600 1960 1960 Seis (2)CS14 (2)CS14 SW 2 29316 9870 9870 1181 1181 Seis CS14 CS14 EW SW 11 9764 12180 12180 137 137 Seis OK OK SW 12 14476 27090 27090 -39 -39 Seis OK OK SW 13 11094 5130 5130 633 633 Seis CS14 CS14 SW 14 15711 8640 8640 626 626 Seis CS14 CS14 S-2.1 Foundation Plan NS SW 21 2565 3920 3920 15 15 Seis OK OK SW 22 2569 3920 3920 15 15 Seis OK OK EW SW 31 0 30853 30853 -290 -290 Seis OK OK SW 32 0 32358 32358 -304 -304 Seis OK OK AShlevaVance ABODU MODULARoZ 2 Bedroom Job No.: 21639 _rv61NEERINv,irv, Washington Foundation Layout ---------------------------------------------, I--------------------- --------- I I I P1 I I F1 I I I I I I IL— ---- -- --— — — — — — — — — — — — — — — — — — — — — ---- —� I L------- --------------------------------------� Page 3.2 of 3.3 Ashiev..Vance ENGIN E E R I N G, INC Job: 21639 - Abodu Modular Two Bedroom - Abodu Footing Width Calculation F1 Description DL LL of Variables: 5r = 5 ft of roof trib Roof 15 75 psf 4f = 4 ft of floor trib Floor 15 40 psf 3g = 3 ft of garage trib Garage 0 50 psf 2d = 2 ft of deck trib Deck 0 60 pSf w = wall above and/or self wt. Wall 10 0 psf Conventional Footing Design Parameters: Allowable Bearing Pressure 1500 psf ��M® -® '® '® 1 1 11 (0 tot Try Footing Width, w = qbear Mallow Q allow/G bear 1955 plf 16 inches 1466 psf 1500 psf 1.02 Footing OK Per IBC Table 1806.2 tot `7 all Page 3.3 of 3.3 Ashiev..Vance ENGIN E E R I N G, INC P1 Job: 21639 - Abodu Modular Two Bedroom - Abodu Point Load on Footing Calculation Reactions on Footing D L E W P Pt Load from RB 2 1.0 5.0 -- kips 0.0 0.0 kips Total 1.0 5.0 U = 9.2 kips Required Strength: ASD: P = 6.0 kips U=1.2D+1.6L P = D + L U=1.2D+1.6L+0.5W P=D+0.6W P = D + 0.75[L+0.6W] U = 1.2D + 1.6W + 0.5L P=D+0.7E P = D + 0.75[L+0.7E] luaj U=1.2D+1.0E+1.0L y all Conventional Footing Design Parameters: Allowable Bearing Pressure Seismic or Wind Loading? N ---> Footing Width 16 inches Areq 4.0 W Lreq 3.0 ft 1500 psf From IBC Table 1806.2 1500 psf Calculated Bearing Pressure Model Foundation as Fixed/Fixed Member. Roy Eqn. 1: M = PL/8 M = 3.5 k-ft Steel Reinforcing Design: CM r Steel Depth 9 in Bar size (#) 4 bar # of bars 1 OMn = 7.8 kip-ft (Design Cap.) M = 3.5 kip-ft (From Eqn. 1) OMn/Mu = 2.2 OK Therefore use 16 inch x 12 inch footing, with (1) #4 bartop and bottom. See Details.